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TR 25477_LOTS 1-189, 191-213_FLOOR_GRADING PLANS
KEYNOTES No. Date Issue / Description AB 06/01/05 50%SET PHASE II El ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL RAILING /i,� 12/30/05 CLIENT REV,/75% 3-COAT STUCCO-REFER TO BUILDERS SPECIFICATIONS 01/31/06 PLAN CHECK CORRECT, CONCRETE STOOP ❑2 FOR COLOR AND FINISH 12 0 02/21/06 BUD SUB SET/CLIENT RE 3� 2x6 FASCIA/BARGE BOARD ® STUCCO SCREED-REFER TO DETAIL D53 D63 AS 09/22/06 FIELD REVISIONS Gl FLASHING-REFER TO DETAILS D41 AND p 1 ® MASONRY VENEER- EFER O BUILDER'S SPECS 5-8-06 2007 C.B.C.UPDATE STUCCO OVER FOAM TFIM-REFER TO ELEVS FOR SIZE AND TO DETAIL 1 p 1 © 07/25/08 PLAN CHECK CORRECT, FOAM=I.E E APP ED 0/ BROWN COAT. D-a D-s 07/25/08 SPEC.LEV./CLIENT REV. g SCR R A E - E R 0 ® 2"THICK SYNTHETINER-REFER TO 1O/14/O8 CLIENT REVISIONS ELEVTIC VENTILATION CALCS.FOR SIZE BUILDERS SPEC 11VENTOTECTED WITH CORROSSIONRESISMBUSTIBLE WIRE MESH WITH V,1D-4❑ DECORATIVE FALSE VENT-REFER TO 7❑ RESERVED ELEVATION FOR SIZE — CLASS A°FIRE RATED DECORATIVE SHUTTER-REFER CEMEIVTIOUS SIDING-REFER TO BUILDERS SPECS e 8 TO ELEVS.FOR SIZE AND TO DETAILS D83 N D93 ❑E STUCCO CONTROL JOINT-REFER TO DETAIL D�a 90 STUCCO RECESS-REFER TO ELEVATION FOR SIZE 19 ILLUMINATED ADDRESS rt gne arms IarmYaanr Egw ro w aEsa wlaamcnoN ro Nom ne,NortEcr 6"DIA DECOR FOAM PIPE VENTS-REFER TO axnna aE utY ve¢aroan anaxaxnE nug»n gcrnraraa av rncN 20 WOOD TRIM-REFER ELEVATIONS FOR SIZE �coNlaetron mggLaLYxNowFpf{/ae vnN mEsurncaaEsuo scmoosaE r4NbTWCinN SITY1D IFA9]IU&Y 9E AWNE NAnEN Eb'InL110rg�NfE9`N3 EIld1 DETAIL� Eerr,Enm EgmNs as a�.asnNs sN+u ec rccafn Fu1n ME a1r Irtcl nax ro ME 1 qEM Ofl Cl£MS fiBCONIWG1Gi5 PN0.-F['UNG N11H 11E VQM.111E CIJEM Y.11 BE TYP. D_a awwrau E Ens nrn rEErls w crNrmcTtxa r MESE"acccoFEs"ae rn,rasa+eo pop TYP. .... .. ....,. NOTES TYP. STD. DETAILS Project 2x4 TYP.5 3 TYP. - -._TA.F 1 ATTIC VENTILATION OPENINGS SHALL BECOVERED e FOX AND JACOBS -__ _ WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING: S 18'k48" OPENINGS OF 1/4"IN DIMENSION. SECTION 12032A D 5 AT R O S ETTA TYP. 8 2.PROVIDE INSULATION BAFFLES AT EAVE VENTS I Z 5 1 3' 62 RAKE TO WALL OIVERTER D TYP 9 CANYON I I O § 4P TTYP 6 TYP •VENT THROUGH ROOF D 1 TRACT #25477 5 D-p FOX AND JACOBS - - - VENTILATION 5 2x4 Dga 5 2x6 TO.P - - - - - - - - -- - - - - - LAKE ELSINORE - - -- -- - - - - - - - - - - -- - - - - - - - --- - --- PER CE.O SEC:12032-PROVIDE A NET FREE VENTILATING AREA OF NOT LESS THAN 1/300 OF THE AREA OF 19 THE SPACE VENTILATED,PROVIDED AT LEAST 50 PERCENT OF THE REQUIRED VENTILATION AREA IS PROVIDED CALIFORNIA BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED,(AT LEAST 3 FEET ABOVE EAVE OR CORNICE VENTS) Q z _ 2005-0508 p IZ 1 3 E1 ==AREAAREA 29 D-3 FT.X 144 SO.IN.(REQUIRED) 755 S.I. 22 SO.FT.X 144 SO.IN.(REQUIRED)D-2 UARE FOOTAGE-1574 S.F. ATTIC SQUARE FOOTAGE- 139 SFF-1 FT:X 1/300 524 S.F• 139 SO.FT•X 1/150 .92 SR 133S.I. - T H V NTl N:TO. IN MODEL'M"#50044 x 8625 SI.= 431 S.l 1 dHAGIN MODEL"M"#50044 x 8625 S.I.= 86S.I. ._ - - - - -' - uii�i� (���������������������I���� -. *� � ������������������������CH�C������ ��� , NTI TI W V NTI T IN MODEL'U"#50044 x 86.25 SI.= 431 S.I. dHAGIN MODEL"M"#50044 x 8625 S.I.= 86S.I. 13 p-3D2 DY D43 ENTILATION PROVIDED: 862 SI TOTAL VENTILATION PROVIDED: 172 S.I. FRONT NOTE ALL VALUES SHALL BE CONFIRMED PRIOR TO INSTALLATION BY SUBCONTRACTOR. ANY DEVIATIONS OR DISCREPANCIES SHALL BE FORWARDED TO THE ARCHITECT FOR RECALCULATION OF ATTIC VENTILATION. .. NOTE: ALL ATTIC SPACES USING TO DESIGN THE® pY REQUIRED ATTIC VENTILATION AF�SHALL PROVIDE A -C VAPOR RETARDER INSTALLED ON THE WARM SIDE OF hcri w a 1 ^ THE ATTIC INSULATION PER C.B.C.12Q'1.2. THERMAL h„ 1 " KTGYGROUP 5 INC. ^z_7L-7L_7 rY ,--INSULATION L�: II f,:rn I> II - A=hitectura Planning Environmental RETARD FA 17992 MITCHELL SOUTH o—, CEILING " 0 " f^ IRVINE,CA 92614 (949)851-2133 21.-' (949)851.5156 FAX Irvine,California 2x4 5 --—- - TYP. - T.O.P. .... ___�___ ___r___, License Stamps ----------- G a=Lu.-- ------- TYP• IT] ao 3 I \\I D-1 5 i i y 4:12 TR Q : 18 GD g FF. t 1 D_a - - - - - - - p_1 ❑ ❑ - - - - - - - - - -— - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - -.TO.P _ 1LTEAVE TYP. 2! ❑ as 3 D ❑ 4 ElPrincipal in Charge D. KENT 7 5 2.4 D-1 MANUFACTURED LOW"S" Project Director , D. STODDARD ~ � = i TYP i CONCRETE ROOF TILE, TYP' �_u ❑ "EAGLE"ICBO#ER-4660 Project Architect 1 D. KENT LM 1 c AREA 1 5� OR �PPrED E�QU�AL project Designer C. ADDINGTON F.F. 4:12 BUILDING LINE Checked By , F. YONEMORI -- - - j D-1 ROOF LINE REFER TO CIVIL �! LEFT T� ❑ Sheet Title ---- ----- PLAN 2710 2 ; -�_--L_a12 AREA 2---- ------- 'A' EXTERIOR D-1 - --------- ---------- --- --` ELEVATIONS AND 1'0'RAKE OHAGIN VENT TYP:U.O.N. REFER TO ATTIC ROOF PLAN VENTILATION CALCULATION ROOF PTCH Sheet No. 4:12 U.O.N. 'A' EXTERIOR ELEVATIONS SCALE:1/4"=T-d' 1 ROOF PLAN SCALE:1/8"=T-a' 2 A - 4 . 4 CADFILE- COPTxxWt© 01 r nATF. nrT 1 n KEYNOTES No. Date Issue / Description e 06/01/05 50%SET PHASE II ❑1 ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL RAILING Q1 12/30/05 CLIENT REV./75% 3-COAT STUCCO-REFER TO BUILDERS SPECIFICATIONS �z 01/31/06 PLAN CHECK CORRECT, 2❑ FOR COLOR AND FINISH O CONCRETE STOOP © 02/21/06 BLD SUB SET/CLIENT RE 3❑ 2x8 FASCIA/BARGE BOARD 13 STUCCO SCREED-REFER TO DETAIL D53 p63 Qq O9/22/06 FIELD REVISIONS ® GI.FLASHING-REFER TO DETAILS p41 AND p51 ❑ MASONRY VENEER- EFER O BUILDERS SPECS 5-8-08 2007 C:B.C,UPDATE AND TO DETAIL 10 1 07/25/08 PLAN CHECK CORRECT. 0 STUCCO OVER FOAM TRIM-REFER TO ELEVS FOR SIZE D—a D-5 FOAM TRIM MUST BE APPLIED 0/STUCCO BROWN COAT, Q 07/25/08 SPEC,LEV./CLIENT REV, 6 ]�R1AN'TSNCN-C' ND ERA IC T - EF R O 2•THICK SYNTHETIC N ER-REFER TO Q 10/14/08 CLIENT REVISIONS AND ATTIC VENTILATION CBUILDERS SPECS9 8E PROTECTED Vv1TH COMBUSTIBLE WIRE MD-4E N DECORATIVE FALSE VENT-REFER TO 7❑ RESERVED 16 ELEVATION FOR SIZE 6❑ LA EVS.FOR SIZE DAND DECORATIVE ATIVEDETAI SHUTTER N REFER ❑ CEMENTIOUS SIDING-REFER TO BUILDERS SPECS. TO D 8 3 D 9 3 ® STUCCO CONTROL JOINT-REFER TO DETAIL D�4 ®9❑ STUCCO RECESS-REFER TO ELEVATION FOR SIZE rtsnE aExrs FFSPa®tm mwroan awa corsmclnrlroxmsr nE uo.I�r 5 2x4 ILLUMINATED ADDRESS 6•DIA DECOR FOAM PIPE VENTS-REFER TO ❑ cata�os �"°'"—PH1E"""'"E T.O.P. 20 WOOD TRIM-REFER ELEVATIONS FOR SIZE Awwacias nnFoir��.x�F�nwu�.vmnFN rarocraa wonFssra nicx DETAIL Fursm ewas oA onasow swu eF acasn moM nh ur��rFcr Fnor+ro nr 1 CIENi OP CI-A 9R CTS I COISI@'�C NTJ IFiIESE FFOC AS M Np 18 � z _ w NOTES TYP. STD. DETAILS Project zo ~ 1, ATTIC VENTILATION OPENINGS SHALL BE COVERED ffiq 0 a WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING p 5 FOX AND JACOBS 4 D 12 18 5 u� OPENINGS OF 1/4"IN DIMENSION. SECTION 12032,1. AT R O S ETTA 6 ui F.F. 2.PROVIDE INSULATION BAFFLES AT EAVE VENTS. y — — — -- CANYON II D-4 ---- —-— — — — RAKE TO WALL DIVERTER _ _ _ SIM. _..- -- - - - — - - -T.O.P. D-1 - - _ - - - -—— - - -— - - ® -- 52x4 - TRACT #25477 Si i� •VENT THROl1GH ROOF: D 1 RETURN TRIM TO DEYARD WALL, ;;; ;;; FOX AND JACOBS SEE CIVIL DRVVGK FOR LOCATION D-2 �, y;; s LAKE ELSINORE, CALIFORNIA 4 F.F. 14'k8"SCREENED AND---/ /'� 2005-0508 LOUVERED COMBUSTION AIR 12 13 RIGHT ,..... ,._ ., VENTS TOP AND BOTTOM Owu KTGYGROUP,INC. Areaitaoluro Ply Ins EnAmnaItatal 17992 MITCHELL SOUTH IRVINE,CA 92614 13 51.2133 ., . ,,. (949)9)851-5156 FAX TYP: D-2 . Irvine,California TO.P. 5 HEAD ", License Stamp- 4 ~ 8 18'k48" Q D_2 of S 18 TYP. B F g 16 TYF. 8 m 9IM. D-4 FF. 2x12 5 T.O:P. 5 2x4 TYP. HEAD 7 c = Principal in Charge • D. KENT 'M4 TYP: D-2 0 5 JAMB D 3p o w Project Director D. STODDARD = ~ 2x4 TYP.P. 6 3 Project Architect - D. KENT 5 SILL D-2 a 2 Project Designer . C. ADDINGTON D-2 F.F. J Checked By . F. YONEMORI � 9�11®lllmilrjl� l �_ IIIIIIIIIIII�9 1""�IIIIIIIII ,�,, _ °�N� ;. Nllluli� �� �'I�'"'� ,::-- 13 D92 12 REAR_ Sheet Title . PLAN 2710 'A' EXTERIOR ELEVATIOP Sheet No. 'A' EXTERIOR ELEVATIONS SC4LF ^"=1'- 1 A - 4 . 4A CADFILE. COPVWa11f© oI ra.rE. ncr18771 No. Date Issue / Description KEYNOTES _ 06/01/05 50%SET PHASE II EDOUBLE SINK WITH GARBAGE DISPOSAL WITH AIR GAP FOR Q 12/30/05 CLIENT REV./7596 DISHWASHER DISHWASHER WITH AJR GAP- 01/31/06 PLAN CHECK CORRECT, VERIFY DIMENSIONS WITH MANUFACTURER'S SPECIFICATIONS ® 02/21/06 BLD SUB SET/CLIENT RE a39"CLEAR REFRIGERATOR SPACE.PROVIDE RECESSED COLD WATER4 BIBB AND SHUT-OFF FOR ICE MAKER, 09/22/06 FIELD REVISIONS0 { a WHIRLPOOL SLIDE-IN RANGE WITH HOOD,LIGHT,FAN, © 5-8-08 2007 C.B.C.UPDATE ll •, AND OPT,MICROWAVE ABOVE NEAR TO OUTSIDE AIR). © 07/25/08 PLAN CHECK CORRECT, 6❑ RESERVED. z 07/25/08 SPEC,LEW CLIENT REV © GYP.BD.SOFFIT-REFER TO PLAN FOR HEIGHT(S), ® 10/14/08 CLIENT REVISIONS 7❑ PANTRY WITH(4)MDF SHELVES(WIDTH NOTED ON PLANS), II 8❑ PEDESTAL LAVATORY it Y 9❑ RECESSED MEDICINE CABINET Bv0 Zo 9A SURFACE MOUNTED MEDICINE CABINET 10 2.6 WALL 11 4nD2"TUB AND SHOWER UNIT BY LASCO OR EQUAL WITH TEMPERED GLASS SHOWER ENCLOSURE CONTROL VALVES TO BE nsln[aExrs lEsa�lm Dmroaxwwo0wT1Ac1DN to nom llE rmancr PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER A. a_wcvmm+�ls D+ar.�Dsnlre wva ulo scaalDrsawol canwcrc«iHJPWbIn nr+olxmc;E,.Ke vane nE IaAIaN;moEs u+o uEnuus a i C.P.C.4180. corsrnlclo+aDun rrasowa-v eE.w,wL vaana nalruclois aDora:aaal siw 3Tx67 ONE PIECE FIBERGLASS TUB AND SHOWER WITH RBERGLA sr�rn sec°oi ciam cT vmfPOi"nlE vbwc ire T_ml 2 SURROUND TO 72'ABOVE FINISH FLOOR. PROVIDE CURTAIN ROD. �eOwe Aw oee "O bTM gNfT� gs ua q.o aam CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC a 4 MIXING VALVES PER CRC.418A. BEDROOM 2 BEDROOM 3 BEDROOM .. ® O FIBERGLASS EAFINISH B AND SHOWER WITH FIBERGLAS' SURROUND TO 72"ABOV FLOOR, PROVIDE CURTAN ROD. Project CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES 4,8A. OALVEB PER Q.P RBERI FOX AND JACOBS R 7 13 SU R OUND TO 72"NE PIECE FIBERGLASS FINISH FLOOR PROVIDE C RTAIN ROD. III CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC AT ROS ETTA �I MIXING VALVES PER C.P.C.418.0. ® FAU IN ATTIC PER C.M.C.3060,PROVIDE LIGHT,ED 24 PASSAGE,,30""DE K SPACE,AND ADEQUATE AS 5TRUCT CANYON I I OUTSIDE AND AR PER CMC CHAPTER 7.E VENT TO « TRACT #25477 LI E OF FLOOR 15 WITH"ATTIC ACCESS,MIN,(PROVIDED FALLVIDE MAY PASS THROUGH) WITH MIN.AND 30'CLEAR HEADROOM. T PROVIDE SWITCHED LIGHT,110V, BLOW OUTLET,AND 24"SOLD FLOORING TO EAU,(NOT MORE THAN r—-T F-7 T---- ———— -----31 ———— 20'-V IN LEDTHi FOX AND JACOBS WASHI I 16 TIONSE PRPOVDE"SMITTY"PAN PROVIDE SSED ANDDRAI WATER SECOND FI-008 AND DRAIN EC- L_ ----_ ----J__L_____-- __J_J L-� LOCATIONS. PPED LAKE ELSINORE, 17 WITH A BACKDFAFT DAMPERDRYER SPACE,PROVIDE PER C.MC SECTION 5043.R VENT TO OUTSIDE AIR EMI'-0"MAX. LENGTH WITH A MAXIMUM OF TV40 90 DEGREE ELBOWS CALIFORNIA 18 WATER HEATER ON A 18'HIGH PLATFORM WITH SEISMIC STRAPS AND VENT TO OUTSIDE PROVIDE PRESSURE RELIEF VALVE WITH 5141 1240" T-0 DRAIN TO OUTSIDE COMBUSTION AIR PER CMIC.CHAPTER 7. SEE DETAIL&DA 2005-0508 244' 3-13" 5-8" 3-8" 2'-4° RESERVED. © OCCUPANCY SEPARATION ER C.B.0 SEC 406.1.4 BETWEEN GARAGE M AND LMNG W-3)WALLS-V2"GYP.BOARD ON GARAGE SIDE OF .- - 4(Y-T REFER TO BASIC WALLS ADJACENT TO LIVING AREAS, CEILINGS BELOW HABITABLE FLOOR PLAN FOR AREAS AND SUPPORTING ELEMENTS SHALL RECEIVE ONE LAYER OF ALL INFORMATION Se TYPE'W GYP.BOARD OR COMPLY WITH TRILLS JOIST PFC-4354,NOT SHOWN HERE (OR APPROVED EQUAL). kAC CONDENSER ON WEATHERPROOF PAD 3"ABOVE GRADE NERIFY 21 SIZE AND LOCATION)PROVIDE 220V WEATHERPROOF DISCONNECT. Ili I I»•». PROVIDE 110V WEATHERPROOF OUTLET 1M7HIN 26-d'OF UNIT. p V2"GYP,BOARD AT WALLS AND CEILING AT ENCLOSED,USABLE 'B' SECOND FLOOR PLAN SCALE:V4"=1'(Y' 2 22 SPACE UNDER STARS,G&C.100953. — 23 2X6 FLAT BLOCKING AT+54"ABOVE FINISHED FLOOR FOR 24"WIDE -- TOWEL BAR ZL r24 �14I GL RE NE C M ION AIR VENTS-ONE MG HIF CEILING AND ONE LOW,Vv1THIN 12"OF FINISHED FLOOR.TS MUST BE PROTECTED VvTTH CORROSSION RESISTANT,NON- IBLE WIRE MESH WITH V4" AX 0 NINGSZ'DIAMETER PIPE BOLLARD 26 F 0--OATED WIRE,12"DER SHELF AT 67"ABOVE FINISHED _ KTGY G ROU P INC. DINING AroAneaum Pkoains Envaonmsnlal GYP,BD.LOW WALL/SHELF-REFER 70 PLAN.FOR HEIGHT. a 29 STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR HEIGHTS) 17992 MITCHELL SOUTH IRVINE,CA 92614 STUCCO SHELF,SLOPE TO DRAIN _— - (949)851.2133 m ® STONEIBRIG(VENEER REFEFITI&'p(TERIbR'ELEVA110N6 u,i (949)851.5156 FAX 24 "I 37 ARCHED STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR Irvine,California HEIGHTS Ww"VENT ABOVE DOOR(160 SO,IN,MAKEUP AIR' 2 SPACE License Stamp. LIVING ENTRY GARAGE NOTES t ALL GLAZING(FENESTRATIONS)SHALL BE INSTALLED WRRH A CERTIFYING LABEL ATTACHED,SHOWING THE"lT'VALUE 2 WINDOWS ADJ ACENT TO TUBS,SHOWERS AND TUB/&HOWERS,AT STAIRWAYS,OR � ADJACENT TO AND WITHIN 24'OF EITHER EDGE OF THE DOOR SHALL BE FULLY ABOVE TEMPERED,LAMINATED OR PP a D,IFRGEIJCI'DOOR OR WINDOW SHALL BE OPEN40LE FROM THE INSIDE TO PROM I ,•i�[. SLEEPING ROOMS SHALL HAVE A WINDOW OR EXTERIOR DOOR FOR EMERGENCY HAVE AN OPEMABLE WIDTH 20'AND THE MINIMUM OPEWIBLE NF'KHHT 24'.THE \,—.�,:•%'' ————, F—�LINE OF BOOR r— 9 A FULL,CLEAR OPENING NDOWI THE USE OF SEPARATE TOODS CBC SECTION \\ T..M1 O:i;A-1C,�•'.; ......... F_SCAPE.BILL HBGHT SHALL NOT EXCEED 44"ABOVE THE FLOOR WINDOWS MUST �N we tV G j j PORCH A IN SHOWERS AND TUB-SHOWCOMBINATION6,CONTROL VALVES MUST BE PRESSURE M ✓/// 28 28 BALANCED OR THERMOSTATIC MIXING VALVES,CPC SECTION 41SQ V ?77T/7/7T/T T/7l7 /T/7T/T G APPLIANCE IN CONFINED SPACE PROVIDE TWO OPENINGS INTO ENCLOSURE EACH HAVING 1 SG IN PER V00 BTU/H INPUT FREELY COMMUNICATING WITH OTHER Principal in Charge • D. KENT rl/_,� ZnUNCONFINED INTERIOR SPACE&MNIMMA 100 SQ IN EACH OPENING CMC SECT 701 ~ Project Director . D. STODDARD 1Z1L1/1 UL/ /1 Z ZUL/1 Z.Az z/1L/1/1L/L/1LlL/z zZ/1/1L/1J1L1�_z & NEW WATER CLOSETS AND ASSOCMTED FLLISHOMETER VALVES,F ANY,SHALL USE NO MORE THAN t6 GALLONS PER FLUSH AND SWILL MEET PERFORMANCE STANDARS ESTABLISHED BY THE AMERICAN NATIONAL STANDARDS H 6&CODE Project Architect 1 D.KENT SECTION 1/92fti 30 7PROVIDE MWeSIW'AT ALL SHOWER HEAD LOCATIONS-REFER TO DETAIL 6;D4 Project Designer . C. ADDINGTON Q 8. WIN BE GLASS UNITS WITH A MNIKNUM OF ONE TEMPER Checked B 1'-8" 16'-4"ROUGH OPENING 6° f-8" PATE,GLASS BLOCK OR 2MINUTE RATED Y F. YONEMORI 9 EXTERIOR DOORS SHALL BE OF APPROVED NONCOMBUSTIBLE CONSTRUCTION OR SOLD CORE WOOD MMNG STILES AND RAILS NOT LESS THAN 1 r THICK WITH INTERIOR FIELD PANEL THICKNESS NO LESS THAN It THICK OR SHALL HAVE A FIRE-RE8ISTANCE RATING OF NOT LESS THAN 20 MINUTES WHEN TESTED ACCORDIJG ro ASTM E-2ma Sheet Title • 40'-0" PLAN 2710 'B' FIRST AND SECOND FLOOR PLAN REFER TO BASIC FLOOR PLAN FOR ALL INFORMATION NOT SHOWN HERE, Sheet No. 'B' FIRST FLOOR PLANI SCALE:114'=T-17' I1 A - 4 . 5 CADFILE. coPymw) PI AT D1TF, i , KEYNOTES No. Date Issue / Description 06/01/05 50%SET PHASE II ❑1 ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL RAIUNG 12/30/05 CLIENT REV/75% 2❑ 3-COAT STUCCO-REFER TO BUILDERS SPECIFICATIONS © 01/31/06 PLAN CHECK CORRECT. FOR COLOR AND FINISH 12 CONCRETE STOOP 02/21/06 BLD SUB SET/CLIENT RE 3❑ 2x8 FASCWBARGE BOARD 13 STUCCO SCREED-REFER TO DETAIL D53 D63 ® 09/22/06 FIELD REVISIONS ® GJ FLASHING-REFER TO DETAILS D41 AND D51 MASONRY VENEER- EFER O BUILDERS SPECS ® 5-8-08 2007 C.B.C.UPDATE 5 STUCCO OVER FOAM TRIM-REFER TO ELM FOR SIZE AND TO DETAIL 10 1 ® 07/25/08 PLAN CHECK CORRECT. FOAM TRIM MUST BE APPLIED O/ BROWN COAT. D-4 D-5 Q 0]/2rj/Q$ SPEC,LTV/CLIENT REV SCR EN AND E A C VE - EF R 0 T. T THICK SYNTHETIC ONE VENEER-REFER TO 8 Eagipp��� VENTILATION CALLS.FOR SIZE ❑15 11 /_1 �e 10/14/08 CLIENT REVISIONS CTED WITH CORROSSIDN BUILDERS SPECS STIBLE WIRE MESH WITH 1/4" D-4 D-4 ❑ DECORATIVE FALSE VENT-REFER TO ElRESERVED ELEVATION FOR SIZE © LASS'9 FIRE S.FOR RATED AND DTIVE SHUTTER N REFER CEMENTIOUS SIDING-REFER TO BUILDERS SPECS, SZEDB3 D93 18 STUCCO CONTROL JOINT-REFER TO DETAIL D�4 ®9❑ ILLUMINATED ADDRESS STUCCO RECESS-REFER TO ELEVATION FOR SIZE nsnE UExrs�Esrvaaam m�Rroonaxa oa4mc1ox to ram,x:xnlm,T xwmwror xrr wrtT,fn=a+a.®orsx gpr4ua EMMawax 10 6"Dl4 DECOR FOAM PIPE VENTS-REFER TO ZO WOOD TRIM-REFER ELEVATIONS FOR SIZE canwcraRndnrwn RNav�.rat vmR ne aura a>oss u+o uFnaos ov canxrnalux sauu rr�.Soxerva.w.vc wxrrER nmwaTas.matsstcax>t DETAIL rrTaQ.m Dope aR orRsoRs sw�aE rzurhn rR�.r r�uanECT xaR ro n[ TYP. D14 rrsro" FIXIIury o�v OS x��wrnicna-1rRara.rrs nor wTro1a TYP' — 13 D D-2 T TYR 6 1 TYP. NOTES TYP. STD. DETAILS D 2 Project { - - - - - - - - - - - - -T.O.P 1.ATTIC VENTILATION OPENINGS SHALL BE COVERED 6 FOX AND JACOBS ' I .....-_....__........ WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING 2x4 - OPENINGS OF 1/4"IN DIMENSION. SECTION 12032,t D 5 AT ROS ETTA 18'k48' TYP. 2.PROVIDE INSULATION BAFFLES AT EAVE VENTS. d P. ® ® 8 TYP ® ® 8 p, •RAKE TO WALLDIVERTER 8 CANYON II ❑ 5 18'k48" 14 D-1 3° -2 D TYP ® ® tom 1'6' D-2 § e TRACT #25477 qq •VENIT THROUGH ROOF: 2x4 5 TYP. 4 5 T F 5 D-1 ---- ---------------- -------- -- F.F. FOX AND JACOBS ---------- - 6 - - --- - --- - - - - - - - - - - - - -_ 5 5 _ - - 5 - - - - D-2 2x4 2x4 5 2x6 D-z - -- - - - - TOP ATTIC VENTILATION - LAKE ELSINORE, � PER C.B.C.SEC.12032-PROVIDE A NET FREE VENTILATING AREA OF NOT LESS THAN V300 OF THE AREA OF THE SPACE VENTILATED,PROVIDED AT LEAST 50 PERCENT OF THE REQUIRED VENTILATION AREA IS PROVIDED CALIFORNIA r- -, BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED,(AT LFAST 3 FEET o D 2 ❑ ®r� ® �E ABOVE EAE OR CORNICE VENTS) 3O 3 m ATTICS AREA 2005-0508 D-3 5 2x4 'f-' ATTIC SQUARE FOOTAGE=1574 SF. ATTIC SQUARE FOOTAGE= 187 SF. 2x4 w/ -- - 8O ER / 6.25 SQ. T.X 44 S 525 S.F. 1.2 SQ,FT.X 44 S 12 S.1 525 SQ.FF.X 144 SQ.IN(REQUIRED) 756 S.I. 12 SQ.FT.X 144 SQ.IN.(REQUIRED) T/3 S.I. .. HIGH ENTILATON: T.O, (5)ORIGIN MODEL"M"#50044 x 8625 SI.= 431 S.I. ORIGIN MODEL"M"#50044 x 8625 Sl= 868.1. Nam • I�1 �13 �.... . (IhItL.`> ', LOW VENTILATION: W NTILATION: (5)O'HAGIN MODEL"M"#50044 x 8625 SI= 431 SJ, 1 O'HAGIN MODEL"M"#50044 x 8625 SJ.= 86 Si Ur D32 D22 0 43 TOTAL VENTILATION PROVIDED: 862 S.I, TOTAL VENTILATION PROVIDED: 173 S1 FRONT NOTE ALL VALUES SHALL BE CONFIRMED PRIOR TO I INSTALLATION BY SUBCONTRACTOR, ANY DEVIATIONS OR DISCREPANCIES SHALL BE FORWARDED TO THE ARCHITECT FOR RECALCULATION OF ATTIC VENTILATION. NOTE. ALL ATTIC SPACES USING TO DESIGN THC�F REQURED ATTIC VENTILATION ARE SHALL PROVID VAPOR RETARDER INSTALLED ON THE WARM SIDE KTGYGROUPING THE ATTIC INSULATION PER C.B.C.1232. THE ,,,;,..._.,,, AwhiI PlIImhq Eavlz a tal '/VVV W'`VVVV NI'/VVV —INSULA/�IIDJ�pI{ r RETARDER 17992 MITCHELL SOUTH CFJUNG rrtl,r. IRVINE,CA 92614 (949)851-2133 (949)851.5156 FAX +:ni ,n.I - Irvine,California 2x4 of rYP. r.o --r- -- ---, ❑ ❑ License Stamp, ® ®� 18 18'k48" _ w Q 3 u•r.[: ® ® TYP. El ® w 4:12 D-1 ,� TYP.�Q 1 5 TTYR 18 D-1 ❑ ❑ � F.F. T-0"EAVE -- — — - - - — —— —- TYP. 18 T,O.P - -- - - - - - - - -- - -- - - - - - - -- - - - - - -- - - - - - - - - - - - - - -- _ ❑ a 30 ❑ � D-1 MANUFACTURED LOW'S' ❑ 5 CONCRETE ROOF TIL Principal in Charger D. KENT Q TYP i " „ E' EAGLE ICBO#E project Director D. STODDARD 21x EQUAL r = i OR AN APPROVED EQUAL T� w ,P AREA 1 I 7Project Architect t r D. KENT V ¢ 4:12 BUILDING LINE 7 Project Designer r C. ADDINGTON _ ���»i D-1 ROOF LINE Checked By - F. YONEMORI I_ ..__- - - - - - - - - - - - - - - - - - F.F. ��� ❑ TYP. ---- ------ ---- - -- -_ -E7 AREA 2--- 41 - --,-- Sheet Title LEFT � � "r--------- PLAN 2710 2 'B' EXTERIOR REFERN ENT p-1 REFER TO ATTIC ELEVATIONS AND VENTILATION T-0"RAKE CALCULATION ROOF PLAN TYPI ROOF PITCH 4.12 U.O.N, Sheet No. r 8'B' EXTERIOR ELEVATIONS SCALE 1/4" -0" 1 ROOF PLAN I SQALE:1/8"=T-D 2 A - 4 . 6 CADFILE• —YRI-T Vic) ci nT nik— KEYNOTES No. Date Issue / Description -� 06/01/05 50%SET PHASE II ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL RAILING 12/30/05 CLIENT REV./75% COLOR AND FlNISH STUCCO-REFER TO BUILDERS SPECIFICATIONS 12 CONCRETE STOOP O/31/06 PLAN CHECK CORRECT, FOR C 3❑ N8 FASCIA/BARGE BOARD STUCCO SCREED-REFER TO DETAIL 5 8 © 02/21/06 BLD SUB SET/CLIENT RE D-3 D-3 69/22/06 FIELD REVISIONS ® GI.FLASHING-REFER TO DETAILS(P AND D51 Q MASONRY VENEER--REFER 10 BUILDERS SPECS © 5-8 88 2007 C.B.C,UPDATE 5 1❑ STUCCO OVER FOAM TRIM-REFER TO ELEVS AND TO DETAIL 10 FOR SIZE ® 07/25/08 PLAN CHECK CORRECT. FOAM TRIM MUST BE APP IED O/STU BROWN COAT D-1 D-5 Qj 07/25/08 SPEC.LEW CLIENT REV. 7�8 EN D AND ER A C VE - EF R O T 2THICK SYNTHETIC ONE NEER-REFER TOATIONS AND ATTIC VENTILATION CALLSFOSIZEBUILDERS SPECS ® 10/14/08 CLIENT REVISIONS MUST BE PROTECTED WfTH COFIT IIN 11 9TA ,NON-COMBUSTIBLE WIREMESH WfTH1/4° D-4D-4MU 0 NG ❑ DECORATIVE FALSE VENT-REFER TO _ RESERVED ELEVATION FOR SIZE CLASS"A"FIRE RATED DECORATIVE SHUTTER-REFER CEMENTIOUS SIDING-REFER TO BUILDERS SPECS. s TO ELEVS.FOR SIZE AND TO DETAILS D83 N D83 18 STUCCO CONTROL JOINT-REFER TO DETAIL � 19 5 2x4 HI STUCCO RECESS-REFER TO ELEVATION FOR SIZE ILLUMINATED ADDRESS osn�[cve"A asorsaEwW2axanracasmleinu To nmr mr.�Annwr - — — — — — — -- T.O.P. 6"DIA,DECOR.FOAM PIPE VENTS-REFER TO 20 WOOD TRIM-REFER ELEVATIONS FOR SIZE "w"N°0°"" °" VMGI.ca+rwwran nrnoLaKv"xom�Aele�n4 aruisaos nw reopcs a 1 k48' DETAIL v 10N cn one�0.aa�ssiw ew VTA==RMTR ®� 18 ... ano NI vmx UMvoncne HueE M CLEM OP CIEMS aRW1i1MCTCi6® �o � }� NOTES TYP. STD. DETAILS Project ctt•Ecrs" � �� D-4 �oravF rax.vx 1.ATTIC VENTILATION OPENINGS SHALL BE COVERED 18 to a WITH CORROSION RESISTANT METAL MESH W/MESH WINDOW FLASHING: 8 FOX AND JACOBS 4 D 2 5 2x4 `O OPENINGS OF 1/4"IN DIMENSION, SECTION 12032.1. D-5 AT R O S ETTA F.F. 2.PROVIDE INSULATION BAFFLES AT SAVE VENTS. � CANYON II RAKE TO WALL DIVERTER: 9 - - - - - - - - - - -- - - - - - - --- - - - - --- - - - - - -- - - - -- - T.O.P. D-1 ETURN TRIM TO •VENT THROUGH ROOF: e TRACT #25477 SI EYARD WALL, EE CIVILLOCATION- TION FOX AND JACOBS FOR LOCATION i ii' � �i'I � _ 2 1tl' yiii H 2x4 5 °-2 LAKE ELSINORE s , - - - - - F.F. CALIFORNIA IIIII„i„��� «<III R � - a � �SCREENEENED AND LOUV LOUVERED COMBUSTION AIR 12 13 2005-0508 VENTS TOP AND BOTTOM R I G H T i� �I. ys. KTGYGROUP,,NG Arehinaare Pla inz Envimammtel 17992 MITCHELL SOUTH IRVINE,CA 92614 13 ... (949)851-2133 TYP. D-2 (949)851-5156 FAX 5 2x4 T.O.P. Irvine,California 5 2x4 TYP.® HEAD License Stamp 14 2' NB D-2 N �IIEI�.JIIII S I p ovis c 18'k56 18 TYP, 15 8 P. p_p 5 2x4 QI 2x12 5 - 5&� V ... _ Cf 5 jig D-2 o Principal in Charge D. KENT D p Project Director D. STODDARD 5 2x4 TYP. 8 3 SILL D-2 Project Architect D. KENT 1z D-z O Project Designer C. ADDINGTON - -— —- — -—— - - - - --- - - - - - - - -- - - - - - _ F.F. Checked By . F. YONEMORI Ilfil ill�lllll6l IIIIIIIIIII6 11111111IIII 1I0IIIIIIII = 1I � , D92 12 REAR Sheet Title PLAN 2710 `B' EXTERIOR ELEVATIOP Sheet No. 'B' EXTERIOR ELEVA TIONSI SCALE:1/4"=1-0" 1 A - 4 . 6A GAOFILT(J No. Date Issue / Description KEYNOTES 06/01/05 50%SET PHASE II E1 DOUBLE SINK WITH GARBAGE DISPOSAL WITH AIR GAP FOR 12/30/05 CLIENT REV./75% II DISHWASHER. II 2❑ DISHWASHER E WITH AIR CAP- 01/31/06 PLAN CHECK CORRECT. WITH MANUFACTURERS SPECFICATIONS © I� -8-08 2007 C.B.C.UPDATE V'CLEAR REFRIGERATOR SPACE PROVIDE RECESSED COLD WATER © 09/2 BED SUB SET/CLIENT RE 2/06 to BIBB AND SHUT-OFF FOR ICE MAKER. 0 56 FIELD REVISIONS m 7� WHIRLPOOL SL1DE-IN RANGE WITH HOOD,LIGHT,FAN, � -S-O8 AND OPT MICROWAVE ABOVE(VENT TO OUTSIDE AIR) ® 07/25/08 PLAN CHECK CORRECT, 6❑ RESERVED. 07/25/08 SPEC.LEW CLIENT REV. © GYP,BD,SOFFIT-REFER TO PLAN FOR HFJGHT(Sl. ® 10/14/08 CLIENT REVISIONS �7 PANTRY WITH(4)MDF SHELVES WIDTH NOTED ON PLANS), I — 1 ❑8 PEDESTAL LAVATORY BEDROOM 2 BEDROOMS BEDROOM 4 ❑ RECESSED MEDICINE CABINET 9A SURFACE MOUNTED MEDICINE CABINET 10 2X6 WALL® — 1 42kW TUB AND SHOWER UNIT BY LASCO OR EQUAL WITH �1 TEMPERED GLASS SHOWER ENCLOSURE CONTROL VALVES TO BE ��neaeasR iq�IMRRwroa waBoxemco To mm�eaanRT II PRESSURE BALANCED OR THERMOSTATIC MNING VALVES PER �m"�NOrvo n'o i aaxm Bxn aiau mo�a'a mw�a GP.0 418A. 07r4inUCR]"anon P1140 r BE Ha1R"clnre sin 32W'ONE PIECE RBERGLASS TUB AND SHOWER WITH FBERI woac�mea0w�u BE 12 SURROUND TO 72"ABOVE FINISH FLOOR PROVIDE CURTAIN ROD. a�orrae wx.vw oLacrs�u mrsmicrou r nesE"" °'rEs.wE w"'°u°"rn. CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC �. ............ MIXING VALVES PER CP.G 4180, 36,W'ONE PIECE FIBERGLASS TUB AND SHOWER WITH FBERGLAS LINE OF FLOOR 12A SURROUND TO 72'ABOVE FINISH FLOOR PROVIDE CURTAIN ROD, Project BELOW CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC 28 291 I M00NG VALVES PER C.P.C.418a r T-- ---------- ------- FOX AND JACOBS 7 SURROUND OE72'ABOVE FINISH FLOOR. PROVIDE CURTAIN ROD L-1---------- L--I- ------ -J L___J CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC AT R O S ETTA MIXING VALVES PER CRC.3OW,. CANYON I I 14 FAU IN ATTIC PER C.M.C.305A.PROVIDE EIGHTY,POWER,UNOBSTRUCT ED 24"PASSAGE,30"WIDE WORK SPACE,AND ADEQUATE AIR SUPPLY, PROVIDE CONDENSATE DRAIN LINE TO OUTSIDE,VENT TO OUTSIDE AND COMBUSTION AIR PER GM.C.CHAPTER 7. TRACT JL'1 CA�^I ❑ 371Gi0"ATTIC ACCESS,MIN(PROVIDED FAU MAY PASS THROUGH 1 RA 1 TCL.7`T / WITH MIN.30'CLEAR HEADROOM. PROVIDE SWITCHED LIGHT,110V. --- - OUTLET,AND 24'SOLID FLOORING TO FAU,(NOT MORE THAN 16-10" 20'-0"INLENGTH, FOX AND JACOBS --- WASHER SPACE,PROVIDE RECESSED WATER AND DRAIN CONNEC- TIONS. PROVIDE'SMITTI"'PAN AND DRAIN AT SECOND FLOOR 4a-J LOCATIONSDRYER LAKE ELSINORE ❑17 WITH A SPACE PROVIDE IDAMPPER PER C.M.C.SECTION 5043. 14SIDE AR MD LENGTH WITH A MAXIMUM OF TWO 90 DEGREE ELBOWS. CALIFORNIA ® WATER HEATER ON A 18"HIGH PLATFORM WITH SEISMIC STRAPS AND VENT TO OUTSIDE PROVIDE PRESSURE RELIEF VALVE WITH DRAIN TO OUTSIDE, COMBUSTION AIR PER GM,G CHAPTER 7, SEE 0 O —O 0 DETAIL 3/D-4 RESERVED. ® 20 OCCUPANCY SEPARATION PER GB.0 SEC 406.14 BETWEEN GARAGE M AND LIVING(R-M WALLS-1/2"GYP.BOARD ON GARAGE SIDE OF REFER TO BASIC WALLS ADJACENT TO UVING AREAS. CEILINGS BELOW HABITABLE FLOOR PLAN FOR AREAS AND SUPPORTING ELEMENTS SHALL RECEIVE ONE LAYER OF ALL INFORMATION 5/8"TYPE'%"GYP,BOARD OR COMPLY WITH TRUS JOST PFC-4354, NOT SHOWN HERE (OR APPROVED EQLMU, ❑21 AC CONDENSER ON WEATHERPROOF PAD 3"ABOVE GRADE(VERIFY SIZE AND LOCATION)PROVIDE 220V.WEATHERPROOF DISCONNECT. *14 /� PROVIDE TOV WEATHERPROOF OUTLET WITHIN 25'-0"OF UNIT. 1/2'GYP.BOARD AT WALLS'C' SECOND FLOOR PLAN SCALE:1/4"=T-Q" 2 22 SPACE UNDER STAIRS,C. CA0OR5aCEILING AT ENCLOSED,USABLE 23 24 FLAT BLOCKING AT+W ABOVE FINISHED FLOOR FOR 24"WIDE TOWEL BAR. ® 24 14WRE®R M US N AIR VENTS-O E HIG,WI I -w, 12'OF E LOW'.W^ITHIN 12"OF FINISHED BOOR. VENTS CTED YYIICOBSH WTIH 13V2"DLLARD 26 RJR OATED WIRE,12'DEEP SHELF AT 67"ABOVE FINISHED KTGY G R OU E INC. Architecture Planning Environmental DINING —__ 27 GYP,BD.LOW WALL/SHELF-REFER TO PLAN FOR HEIGHT. - a I 28 STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR HEIGHT(S) 17992 MITCHELL SOUTH IRVINE,CA 92614 I ® STUCCO SHELF,SLOPE TO DRAIN \� ---0 (949)851.2133 s ® STONE/BRICK VENEER-REFER TO EXTERIOR ELEVATIONS (949)851-5156 FAX 24 Lc`y ARCHED STUCCO SOFFIT-REFER O EXTERIOR ELEVATIONSPop Irvine,California 371 HEIGHTS. 92 14'ks"VENT ABOVE DOOR(100 SO.IN MAKEUP AIR)2 SPACE - - License Stamp. LIVING ENTRY GARAGE NOTES 1 ALL GLAZING(FENESTRATIONS)SHALL BE INSTALLED WITH A CERTfl1NG LABEL ATTACHED,SHOWNG THE V VALLIE 2.WINDOWS ADJACENT TO TUBS,SHOWERS AND TUB/SHOWERS,AT STAIRWAYS,OR t ADJACENT M AND WITHIN 24"OF EITHER EDGE OF THE DOOR SHALL BE FULLY TEMPERED,LAMINATED SAFETY GLASS OR APPROVED PIASTIC,PER C.B.Q 24063. S SLEEPING ROOMS SHALL HAVE A WINDOW OR EXTERIOR DOOR FOR EMERGENCY LINE HEIGH ABOVEFLOOR -- A RILL,CLEAR OPENING VrTTFKKI THE USE OF SEPARATE TOODS CBC SECTKN-1 ,;,,1 I 1 ; ------- ESCAPE SILL NABL SHALL NOT EXCEED MINIMUM ABOVE THE FLOOR HT24,WINDOWS MUST HAVE AN CY DCORE R DTHWIN 20"AND THE E OPEN OPEFROM HEHEI INSIDE THE EMERGENCY DOOR OR WINDOW SHALL BE OPENABLE FROM THE INSIDE TO � P� 'H 026. J -J A IN SHOWERS AND TUB-SHOW COMBINATIONS,CONTROL VALVES MUST BE PRESSURE 1y / 28 28 BALANCED OR THERMOSTATIC MANG VALVES,CAC.SECTION 418A. Y 5, APPLIANCE IN CONFINED SPACE PROVIDE TWO OPENINGS INTO ENCLOSURE EACH T T/T/77-17-17177/ T>T J7T?!7 / -- HAVING 1 SO,IN.PER 1000 BTUM INPUT FREELY COMMUNICATING WITH OTHER Principal In Charge D. KENT ///////////// ❑ //////////////////////////////////// ❑ r}p UNCONFINED INTERIOR SPACES MINIMUM 100 SQ IN EACH OPENING Cma SECT 701 Project Director • D. STODDARD /1 L11/ L1/1L/t/ L-/Ll.C-lL1C-! 1/1L/1/1L/L/1L1L/1/1L/1/1L/1/1L/L1 6 NEW WATER CLOSETS AND ASSOCIATED FLUBHOMETER VALVES,F ANY,SHALL USE NO MORE THAN 16 GALLONS PER FLUSH AND SHALL MEET PERFORMANCE STANDARS ESTABLISHED BY THE AMERICA.N NATIONAL STANDARDS H.6 S.CODE Project Architect . D. KENT 30 SECTION 179213U 7. PROVIDE"D—SHeLC'AT ALL SHOWER HEAD LOCATIONS-REFER TO DETAL 6/34 Project Designer . C. ADDINGTON 8 8. W PANE,GLASS B F B LOCK OR 20-MNITE RATED Y 'BE INSULATING UNITS 1NfTH A MINwMUM OF NE TEM Checked B F. YONEMORI 1'-'D" 6'-10" 1-10" 6'-1D" 9. EXTERIOR DOORS SHALL BE OF APPROVED NONCOMBUSTIBLE CONSTRUCTION OR SOLD CORE WOOD HAVING STLES AND RAILS NOT LESS THAN 1►r THICK WITH INTERIOR FIELD PANEL THICKNESS NO LESS THAN lk THICK OR SHALL RAVE A FIRE-RESISTANCE RATING OF NOT LESS THAN 20 MINUTES WHEN TESTED ACCORDING TO ASTM E-2074 Sheet Title • 40'-T PLAN 2710 'C' FIRST AND SECOND FLOOR PLAN REFER TO BASIC FLOOR PLAN FOR ALL INFORMATION -.. NOT SHOWN HERE Sheet No. 'C' FIRST FLOOR PLANI SCALE 1/4"=T 1 A - 4 . 7 CADFLE- OOPYRUWT(0) PI DT nATF. ... KEYNOTES No. Date Issue / Description 06/01/05 50%SET PHASE II Ai �1 ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL RALJNG Q 12/30/05 CLIENT REV./75% 3-COAT STUCCO-REFER TO BUILDER'S SPECIFICATIONS 01/31/06 PLAN CHECK CORRECT. CONCRETE STOOP FOR COLOR AND FINISH ® © 02/21/06 BLD SUB SET/CLIENT RE 3� 2x8 FASCAIBARGE BOARD ® STUCCO SCREED-REFER TO DETAIL p53 p63 Q 09/22/06 FIELD REVISIONS 4❑ W FLASHING-REFER TO DETAILS p41 AND ps 1 ® MASONRY VENEER- EFER 0 BULDERS SPECS 5-8-08 2007 G&C,UPDATE 5❑ STUCCO OVER FOAM TRIM-REFER TO ELEVS FOR SIZE AND TO DETAIL tp t ® 07/25/08 PLAN CHECK CORRECT, FOAM TRIM MUST E APPLIED 0/ B OWN COAT. D-a D-s �i 07/25/08 SPEC.LEV,/CLIENT REV. 6 SCR EN D AND L ERA A IC VE - E O 2x THICK SYNTHETIC ON�ER-REFER TO ® 10/14/08 CLIENT REVISIONS EELEVATIONS AND ATTIC VENTILATION CALCS,FOR SIZE BUILDERS SPECS 11 9 VENTS MUST BE PROTECTED WITH CORROSSION RESISTANT,NON-COMBUSTIBLE WIRE MESH Vv1TH V4" D-4 D-4 IMU 0 E N ® DECORATIVE FALSE VENT-REFER TO T 4 7❑ RESERVED ELEVATION FOR SIZE ® CLASS A "M FIRE FOR RATEDSIZE DECORATIVE DETAILS UTTER-REFER CEMENTIOUS SIDING-REFER TO BUILDERS SPECS, TO B D83 D 9 3 ® STUCCO CONTROL JOINT-REFER TO DETAIL D24 9❑ STUCCO RECESS-REFER TO ELEVATON FOR SIZE ILLUMINATED ADDRESS Ir6r a M rcvroa rowour+D caSM=M To ram M ARMW x wmwl a.wl P3cwm wolw a ogee w rlt:Pu4uo st:acaoraan+ul 10 6"DIA,DECOR.FOAM PIPE VENTS-REFER TO ® WOOD TRIM-REFER ELEVATIONS FOR SIZE canrvcmx.wnn1 rrammr�selc—W DA"=8 D.MM aW a DETAIL cam�crox slalom rcwsaua-v nwac wwnex rsra�cro+s wa+E�+a arN v R nwou on acsas soma a recevsn taox nc ucrnEcr mom to rllE TYP. p t 4 � �iF w"x`un urzcrsxi rm°�ttraPPOicno�x r aw m s aa rnr wu TYP, p_4 _ 73 p_2 TYP. _. D-2 3 TYP NOTES TYP. STD. DETAILS Project 2x4 5 5 _--TO.P 1,ATTIC VENTILATION OPENINGS SHALL BE COVERED B FOX AND JACOBS WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING, 5 _ OPENINGS OF V4°IN DIMENSION, SECTION 12032.1. D 5 AT R OS ETTA 1k56" ® 2x4 ® ® 8 �k48x 2.PROVIDE INSULATION BAFFLES AT EAVE VENTS, CANYON I I TYP, TYP. �P• Q •RAKE TO WALL DNERTER: T8`/ 9 2 to s D-1 3 0 6 °-2 2x4 °-2 m _ 5 ----- ® °t 2 t= -TYP e TRACT #25477 -®----- --- --- 4 -VENT THROUGH ROOF; D 1 :n - S FOX AND JACOBS D 2 FF. --- -- - -5- - - - - -- - - - - - - - - - - - - - - - --' ATTIC VENTILATION 2x4 2x4 5 5 -�� _ _TOP LAKE ELSINORE, PER C.B.C.SEC.12032-PROVIDE A NET FREE VENTILATING AREA OF NOT LESS THAN 1/300 OF THE AREA OF ___ 19 4° THE SPACE VENTILATED,PROVIDED AT LEAST 50 PERCENT OF THE REQUIRED VENTILATION AREA IS PROVIDED CALIFORNIA t BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED,(AT LEAST 3 FEET ❑ F=n Fmn ABOVE EAVE OR CORNICE VENTS) 3p Z \ ❑❑❑❑❑❑❑ °33 FAREA 1 AREA =IN.(REQUIRED) 2005 0508 3 O F= Dc4 w/ ATTIC SQUARE FOOTAGE=1574 S.F. C SQUARE FOOTAGE= 187 S.F. N4 W/ i 1574 SQ,FT.X 1/300 52Q.FT.X V150 t2 SF. OVER - ❑❑ 1 x.rx 525 SQ FT.X 144 SQ IN,(REQUIRED) 7Q,FL X 144 SQ.IN.(REQUIRED) 173 S.I. HIGH VENTILATION: VTO (4)OHAGIN MODEL"FLAT"#50043 x 98.75 S,I,=3HAGIN MODEL"FLAT'#50043 x 98,75 Sl= 99 Sl,4)dHAGIN MODEL"FLAT"#50043 x 98.75 S,I,=3HAGIN MODEL"FLAT"#50043 x 98..7 Sl,= 99 Sl2 4 TOTAL VENTILATION PROVIDED. 7p-2 p-2 p_3 AL VENTILATION PROVIDED: 198 SI FRONT NOTE ALL VALUES SHALL BE CONFlRMED PROR TO INSTALLATION BY SUBCONTRACTOR ANY DMAT10N8 OR j h -- DISCREPANCIES SHALL BE FORWARDED TO THE ARCHITECT FOR RECALCULATION OF ATTIC VENTILATION k+-r; NOTE ALL ATTIC SPACES USING TO DESIGN THE REQUIRED ATTIC VENTILATION AR f SHALL PROVIDE A VAPOR RETARDER INSTALLED ON THE WARM SIDE OF KTGY G R O U P INC. THE ATTIC INSULATION PER ORD.12M INSULATION ArchMMuro Plaooin6 �Wronmenul / 17992 MITCHELL SOUTH CBUNG 1 1,,, 1RVINE,CA 92614 (949)851-2133 (949)851.5156 FAX Irvine,California TYP, 5 T.O,P, --*--- -- ---, — — — — — —— - ----------- `--- License Stamps ❑ � ❑ n E 10I 'Sy 4:12TYP I 1 5 2x4 1g I D-1 ❑ i \ TYP. FF. T-6"EAVE I TYP, , TOP /^� - - - - - - - - - - - -5 2x4 - 5 - - - - - - ElaV 3 ❑ ❑ � ❑ -.... z 2x4 D-1 MANUFACTURED CONCRETE principal in Charge D. KENT 5 TYR Typ ❑ i FLAT ROOF TILE, "EAGLE" w , ; ICBO#ER-4660 OR AN Project Director - D. STODDARD 2x4 }_ i APPROVED EQUAL = TYP AREA 1 (�(�yy a�"orlLr� Project Architect D. KENT O¢w BUILDING LINE Project Designer I C. ADDINGTON 7 ROOF LINE Checked By . F. YONEMORI - - - - - - F F. 6� D-1 - - - - - - - - - - - -- — - y TYP. T-611RAKE ------------ - -- -- ---- TYP. Sheet Title a DEFT -__ ----- 4:, AREA 2 j --�] ,r------- -- -- 2 PLAN 2710 'C' EXTERIOR p 1 1-6"RAKE O'HAGIN VENT ELEVATIONS AND TYP, REFER TO ATTIC VENTILATION ROOF PLAN CALCULATION ROOF PITCH Sheet No. 4:12 U.O.N, ® w 'C' EXTERIOR ELEVATIONS SCALE 1/4' -T 1 ROOF PLAN SCALE:VB"=T-0" 2 _ a CADFILS corvPxwr(c) PI—nATF. KEYNOTES No. Date Issue/Description 06/01/05 50%SET PHASE II �1 ROOF MATERIAL-REFER TO ROOF PLAN ® n METAL RAUNG 12/30/05 CLIENT REV/75% O3-COAT STUCCO-REFER TO BUILDERS SPECIFICATIONS /2T 01/31/66 PLAN CHECK CORRECT. FOR COLOR AND KNISH ® OONCRETIE STOOP 2s6 FASCIA/BARGE BOARD ® STUCCO SCREED,-REFER TO DETAIL 5 5 02/21/06 BLD SUB SET/CLIENT RE D-3 D-3 09/22/06 FIELD REVISIONS ® GL FLASHING-REFER TO DETAILS p41 AND p31 ® MASONRY VENEER- BUILDERS SPECS 5-8-06 2007 CHIC.UPDATE 5❑ STUCCO OVER FOAM TRIM-REFER TO ELEVS.FOR am Ad'D TO DETAIL 10 1 07/25/08 PLAN CHECK CORRECT, TRIM E ED O/ B coAT D-a D-6 07/25/08 SPEC,LEI./CLIENT REV. D A D A N - 0 2'THICK SYNTFIETIC ANEER-REFER TO 10/14/06 CLIENT REVISIONS 6 ELEVATIONS AND ATTIC VEMILATION CAL.CS.FOR SIZE 15 BULDER5 SF£CS. 11 VENTS MUST BE PROTECTED WfTH CORROSSION ® RESISTANT,NON-COMBLSTIBLE WIRE MESH WTM V4' N DECORATIVE FALSE VENT-REFER TO 7❑ RESERVED 16 ELEVATION FOR SIZE CLASS'A'FIRE RATED DECORATIVE SHUTTER-REFER CEMENTIOUS SIDING REFER TO BUILDERS SPECS. 6 TO ELEVS.FOR SIZE AND TO DETALSNI D-3 D-3 ® STUCCO CONTROL JOINT-REFER TO DETAIL D-a 5 2%4 g❑ STUCCO RECESS-REFER TO ELEVATION FOR SIZE ® ILLUMINATED ADDRESS sencarwlas�or�rm srnrocsox.s oaemclu+rowom nE rmrrtcr TAP. 6'DMA DECOR FOAM PPE VENTS-REFER TO wwmaaue sFcam sacs osoaaxawne ana uo a[aunaeo'wal —. ® 20 WOOD TRIM-REFER ELEVATIONS FOR SIZE �oaxlacRe noaxFir iw>a�oua¢wlw n[aura o�rw t[nlooe av wramlclos san Ir�sorvar ff,awE Aeme+wmclae wn.®asn� DETAIL a rscam eFrss as oraoae avu ff�.®sau rle rsorl[cr vacs ro rre 1 48" 1 arwr os asirs aemnrwcroe mxs�ra wm ne xaa r�n[wr Au a p—a E PoPNw OaECIe N OON61a1CIIR!F 1�ala'H))�IIE.ar royoe® 18 0 ® � ® E NOTES TYP. STD. DETAILS Project ao ® ® 0 t 18 15 VATHH COORRRROSISIOONN RESISTANT METAL ENINGS SHALLBE COVERED M 3H •WINDOW FLASHING B FOX AND JACOBS 4 Dt2 5 2x4 OPENINGS OF W IN DIMENSION. SECTION 12032t e FF. 2,PROVIDE INSULATION BAFFLES AT EAVE VENTS AT R O S ETTA — — — — — •RAKE TO WALL DNERTER » CANYON II — — — TOP. — — D1 . - - - - - - -- - - - - - - -- -- ---- � - - - - - - - - - - - - - - - ---- -- -- - - VENT e TRACT #25477 D-1 RETURN TRIM TO SIDEYARD W �;� `� �; FOX AND JACOBS SEE CML OROS FOR LOCATIO LAKE ELSINORE, CALIFORNIA F.F. 14W SCREENED AND ® RIGHT 2005-0508 LOUVERED COMBUSTION AIR 13 VENTS TOP AND BOTTOM OWN %00 KTGY GROUP,.. AKalt«,er. plea.+U enrvamaw 17992 MITCHELL SOUTH IRVINE,CA 92614 APPROVED (949)$51.2133 13 FOR PERMIT ISSUANCE (949)851.5156 FAX TYP. D-2 SCOTT FAZEKAS&ASSOCIATES,INC. Irvine,California 5 T.O.P. BY DATE These plans have been revlewed for adherence ih applicable codes and ordinance. Authorizatl n is IY 5 HEAD ' hereby granted to Issue a building permit pe dlnLicense Stamp. approval by all applicable City agencies. ® �® s TY 14 p The Issuance or granting of a permit baseon 187t48 0 8 PYR p_2 = Z s- = approval of these plans shall not be constru d to �wSED—C" p permit or approve any violation of the appli able G �VWARO oC 8 rW R codes or ordinance. No permit presumed to give , I authority to violate or cancel the provisions of uoh c � v codes shall be valid. * J No.No.C-1505 30,2009 TYP. TYP D 2 5 2K4 tD FF, An,9 aFNEWAI.bA�F P --- -- — -- --D—a-- — --- — — 5 — — -- — — — --- —TOP. 5 HEAD 14 TYP. 7 Principal in Charge D. KENT E:ESILL AMB D-z =XO� ib� � Project Director . D. STODDARD TYRE D62 D Project Architect • D. KENT t2 Project Designer C. ADDINGTON 0-2 F. _.—.—.—.—,— F. Checked By . F. YONEMORI 9 D-2 12 REAR Sheet Title . PLAN 2710 'C' EXTERIOR ELEVATIOP j Sheet No. 'C' EXTERIOR ELEVATIONS SCALE 1/4" 1 A - 4 . 8A w„bFa6 aasvwarr ._. OCT 16 zoos I No. Date Issue / Description KEYNOTES 06/01/05 5096 SET PHASE II ❑1 DOUBLE SINK WITH GARBAGE DISPOSAL WITH AIR GAP FOR 12/30/05 CLIENT REV./75% DISHWASHER - ❑ DISHWASHER WITH AIR GAP- ® 01/31/06 PLAN CHECK CORRECT. 2 VERIFY DIMENSIONS WITH MANUFACTURERS SPECIFICATIONS, Q 02/21/06 BLD SUB SET/CLIENT RE 39"CLEAR REFRIGERATOR SPACE PROVIDE RECESSED COLD WATER a 09/22/06 FIELD REVISIONS �^ BIBB AND SHUT-OFF FOR ICE MAKER 7 EJ WHIRLPOOL SLIDE-IN RANGE WITH HOOD,LIGHT,FAN, 05 5-6-OS 2007 C.B.C.UPDATE AND OPT.MICROWAVE ABOVE(VENT TO OUTSIDE AIR). © 07/25/08 PLAN CHECK CORRECT. 0 RESERVED. Q 07/25/08 SPEC.LEV./CLIENT REV 6 GYP.BD.SOFFIT-REFER TO PLAN FOR HEGHT(S) I �e 10/14/08 CLIENT REVISIONS ❑ PANTRY WITH(4)MDF SHELVES(WIDTH NOTED ON PLANS) aD B❑ PEDESTAL LAVATORY 9❑ RECESSED MEDICINE CABINET 9A SURFACE MOUNTED MEDICINE CABINET ® W WALL 11 42VIOT TUB AND SHOWER UNIT BY LASCO OR EQUAL WITH TEMPERED GLASS SHOWER ENCLOSURE. CONTROL VALVES TO BE Asa �%umrsln1a PRESSURE BALANCED OR THERMOSTATIC NIXING VALVES PER BEDROOM 2 BEDROOM 3 BEDROOM 4 CP.c.418.0. 32'AW ONE PIECE FIBERGLASS TUB AND SHOWER WITH FBERGLA piElrt� ssco"rFnc"sr �oc�r�c wrxFPO"ir£'v�raci"e c�iir vi eE 12 SURROUND TO 72"ABOVE FINISH FLOOR PROVIDE CURTAIN ROD. CONTROL VALVES TO BE PRESSURE BALANCED OR THRMOSTA71C MIXING VALVES PER C.P.O.418Q ,. ® 36'XW'ONE PIECE FIBERGLASS TUB AND SHOWER WITH FBRGLA SURROUII CONTROLVAL ES TO BE PRETO 7T ABOVE SSURE E BALANCED OR THERMOSTATICH FLOOR PROVIDE CURTAIN ROD. TIC !��^^^^ MIXING VALVES PER C.P.C.418,CL 42WV ONE PIECE FIBOVE FINISH AND PROVIDE WITH FIIN RODS FOX AND JACOBS \❑7 o - - ,,,,,,,,,,,,,,, a CONTROL VALVES TO 8E PRESSURE BALANCED OR THERMOSTATIC T R S ETTA i __.... MWNG VALVES PER C.P.C.418.0. FAU IN ATTIC PER CMC.305A.PROVIDE LIGHT,POWER,UNOBSTRUCT CANYON I I LINE OF FLOOR 1q 1 BELOW ❑ ED PL. PROVIDE C WIDE WORK SPACE,AND ADEQUATE AIR 28291 I SUPPLY. PROVIDE CONDENSATE PER CI LINE TO OUTSIDE,VENT TO �/. 1 r , r—� r— ---------- -------� I OUTSIDE AND COMBUSTION AIR ER CIVIC CHAFFER TRACT #254// I ❑ 30'XJ0'ATTIC ACCESS,MIN.(PROVIDED FALL MAY PASS THROUGH) WITH MIN 30"CLEAR HEADROOM PROVIDE SWITCHED LIGHT,11DV L—J----------L-1----------L —J L—J OUTLET,AND 24"SOUD FLOORING TO FAU,(NOT MORE THAN 2 FOX AND JACOBS 0'-0'IN LENGTH). 16 WASHER SPACE,PROVIDE RECESSED WATER AND DRAIN CONNEC- TIONS. PROVIDE'SMfTTY"PAN AND DRAIN AT SECOND FLOOR LOCATIONS,DRYER SPACE PROVIDE R VENT TO OUTSIDE AS EQUIPPED LAKE ELSINORE ❑17 WITH A BACKDRAFT DAMPER PER M.C.SECTION 5M W'-V MAX 8'-10" LENGTH WITH A MAXIMUM OF TWO 90 DEGREE ELBOWS CALIFORNIA 1D-2" 3-10 5'-8" 3'-6" 16'-10 18 WATER HEATER ON A 18"HIGH PLATFORM WITH SEISMIC STRAPS AND VENT TO OUTSIDE PROVIDE PRESSURE RELIEF VALVE WITH DRAIN TO OUTSIDE COMBUSTION AIR PER C.M.C.CHAPTER 7. SEE O O —O 0 DETAIL 3/D-4. _- RESERVED. ❑20® OCCUPANCY SEPARATION PER C.B.C.SEC 40814 BETWEEN GARAGE U AND LIVING(R-$WALLS-1/2"GYP.BOARD ON GARAGE SIDE OF ... REFER TO BASIC WALLS ADJACENT TO LIVING AREAS. CBUNGS BELOW HABITABLE FLOOR PLAN FOR AREAS AND SUPPORTING ELEMENTS SHALL RECEIVE ONE LAYER OF ALL INFORMATION 5/8"TYPE"X"GYP.BOARD OR COMPLY WITH TRUS JOIST EC-4354, NOT SHOWN HERE (OR APPROVED EQUAL), Owu 21 AC CONDENSER ON WEATHERPROOF PAD T ABOVE GRADE(VERIFY SIZE AND LOCATION)PROVIDE 22OV WEATHERPROOF DISCONNECT. _ PROVIDE 110V WEATHERPROOF OUTLET WITHIN 264P OF UNIT. Ji 1/2'GYR BOARD AT T D' SECOND FLOOR PLAN SCALE:1/4"=T-0° 2 22 SPACE UNDER STAIRS,CBCA00 OSESUNG AT ENCLOSED,USABLE — — 23 M FLAT BLOCKING AT.54"ABOVE FINISHED FLOOR FOR 24"WIDE . TOWEL BAR. _ 0r�-X&aREENED COMBUSN AIVENTS-ONE HIG CEILING AND ONE LOW,WITHIN 12"OF FINISHED FLOORS MST BE PROTECTED VNCORROSION RESISTANT,NON- USTJ LE WR M SH WTM V4"MAX.OP WINGSDIAMETER FIPE BOLLARD 26 VINYL-COATED WIFE,12"DEEP SHELF AT 67"ABOVE FINISHED KTGY G R OU P,INC. DINING 27 GYP.BD.LOW WALU SHELF-REF TO PLAN FOR HEIGHT. Arohitaturo Planning anHroomeotal REFER `r ZI STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR HEIGHTS) 17"2 MITCHELL CA SOUTH2614 ap STUCCO SHELF,SLOE TO DRAIN (949)851.2133 STONE/BRICK VENEER-REFER TO EXTERIOR ELEVATIONS (949)851.5156 FAX ARCHED STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR Irvine,California HEGHTS. 32 14k8"VENT ABOVE DOOR(100 SQ.IN:MAKEUP AIR).:., _ :.. ..:.....-. .. _. 2 SPACE License Stamp, LIVING ENTRY GARAGE NOTES I ALL GLAZING(FENESTRATIONS)SHALL BE INSTALLED WITH A CERTIFYING LABEL ATTACHED,SHOWNG THE V'VALUE 2 WINDOWS ADJACENT TO TUBS,SHOWERS AND YU8AGf4OW RS AT'$1'AAWA)'S ORE ADJACENT TO AND WTIHN 24.OF EITHER EDGE OF THE DOOR SRALLGBE FULLY TEMPERED,LAMINATED SAFETY CLASS OR APPROVED PLASTIC,PER Car,2406a a SLEEPING ROOMS SHALE RAVE A WINDOW OR EXTERIOR DOOR FOR EMERGENCY LINE OF FLOOR ESCAPE.SLL HEIGHT SHALL NOT EXCEED 44"ABOVE THE FLOOR WNIDOWS MUST t , ABOVE HAVE AN OPENABLE WIDTH 27 AND THE MINIMUM OPENABLE HEIGHT 2C THE ` EMERGENCY DOOR OR WINDOW SHALL BE OPENABLE FROM THE INSIDE TO PROVE) ` ———————————— A FULL,CLFAR OPENING WTTFK%1 THE USE OF SEPARATE TOODS CBC SECTION POI___._—— 4.N S FICiFIHOWERS AND TUB-SHOW COMBINATIONS,CONTROL VALVES MUST BE PRESSURE 31 BALANCED OR THERMOSTATIC MWNG VALVES,CP.0 SECTION 418A, 55 APRIANCE IN CONFINED SPACE PROVIDE TWO OPENINGS INTO ENCLOSURE EACH r/7 r/ 7// // 7 77r/7l7 r/7/// //////nr/T7T 7/7 / /////////////////////////////////77- RAVING 1 SO IN.PER 1000 BTUM INPUT FREELY COMMUNICATING WITH OTHER Principal in Charge D. KENT / ❑ LWONRNED INTERIOR SPACES.MINIMUM 100 SG N EACH OPENING CM.C.SECT 701 Project Director D. STODDARD /1 Ll1/1 L1L1/1G 1LlLl Z-Z L/L/-Z 1/1L/1/1L/1/1L/L/1LlL/1.(lL/j/1L/L1 S NEW WATER CLOSETS LO S PER FLUSH AND SHALL M VALVES,O ANY,CE 116E NO MDE THAN 1b GALLONS PER FLUSH AND SHALL MEET PERFORMANCE STANDAPS ESTABLISHED BY THE AMERICAN NATIONAL STANDARDS H.8 S.CODE Project Architect D. KENT 30 30 SECTION T19213IJ 7. PROVDE'DW*91Ek1'AT ALL SHOWER HEAD LOCATIONS-REFER TO OFFAL6/D4 Project Designer � C. ADDINGTON PANE GLASS © S WIDOW SSS BLOCK OR 20-MINUTE RATEDy L BE INSULATING iS UNITS WTM A MNNMUM OF ONE TEMPERE Checked B F. YONEMORI ' T-10" 7'-1D' T-10" T-1y' 9. DCTERIOR DOORS SHALL BE OF APPROVED NONCOMBUSTIBLE CONISFRUCTION,OR SOLID CORE WOOD HAVING STILES AND RAILS NOT LESS THAN 1 f THICK WITH 2D-8° INTERIOR FELD PANEL TFIC!(NE6S N O LESS THAN*THICK OR SHALL HAVE A FlREf1ESISTANCE RATING OF NOT LESS THAN 20 MINUTES WHEN TEST AccoRXNGroASTME-zo7a Sheet Title PLAN 2710 'D' FIRST AND SECOND FLOOR PLAN REFER TO BASIC FLOOR PLAN FOR ALL INFORMATION NOT SHOWN HERE Sheet No. 'D' FIRST FLOOR PLANI SCALE:1/4"=T-D' 1 A - 4 . 9 CADFILE• —YRIWT J KEYNOTES No. Date Issue / Description e 06/01/05 50%SET PHASE II ❑1 ROOF MATERIAL-REFER TO ROOF PLAN n METAL RAILING 12/30/05 CLIENT REV./75% 2❑ 3-COAT STUCCO-REFER TO BUILDERS SPECIFICATIONS Q2 01/31/06 PLAN CHECK CORRECT. 12 CONCRETE STOOP FOR COLOR AND FINISH 3❑ 02/21/06 BED SUB SET/CLIENT RE N8 FASCIA/BARGE BOARD STUCCO SCREED-REFER TO DETAIL 5 6 © 09/22/06 FIELD REVISIONS GI.FLASHING-REFER TO DETAILS D41 AND D51 MASONRY VENEER- EFER 0 BUILDERS SPECS 5-8-08 2007 C.B.C.UPDATE 5❑ STUCCO OVER FOAM TRIM-REFER TO ELEVS,FOR SIZE AND TO DETAIL 10 1 ® O7/25/O8 PLAN CHECK CORRECT. FOAM TRIM MUST BE APPLIED 0/STUCCO BROWN COAT. D-4 D-5 Q7 07/25/08 SPEC:,LEV./CLIENT REV. 6 SCR EN D AND E A C - EF R O T, a 2"THICK SYNTHETIC/Nam/ER-REFER TO ® 10/14/08 CLIENT REVISIONS ELEVATIONS AND ATTIC VENTILATION CALCS.FOR SIZE BUILDERS SPECS 11 9 VENTS MUST BE PROTECTED WITH CORROSSION RESISTANT,NON-COMBUSTIBLE WIRE MESH WITH 1/4" D-4 D-4 IMU O IN ❑ DECORATIVE FALSE VENT-REFER TO 7❑ RESERVED 16 ELEVATION FOR SIZE ® CLASE'A"RRE RATED VS.FOR IZE AND TOO DECORATIVE DETA S�TER N REFER CEMENTIOUS SIDING-REFER TO BUILDERS SPECS, g DB3 D93 18 STUCCO CONTROL JOINT-REFER TO DETAL D2a = ®9❑ STUCCO RECESS-REFER TO ELEVATION ADDRESSN FOR SIZE rtlstw DFHB R;;�un arnnroax uawcrowmlcra+Towm nc exHrtcx H ewRrc a ury"Dr.D.m an a.®ors Hrnw arulcnmrs a vMw 10 6•DW DECOR FOAM PIPE VENTS-REFER TO 20 WOOD TRIM-REFER ELEVATIONS FOR SIZE ncamw+t•roA rwRa. i.xwm F wcaoEs u+o r.�Nacsa DETAIL D,maDc aA°a. `swa�N ,r orcxiccRw ron�1p1iE TYP, oa cwHrs as o m r a R 0 E�NG n roR n£pEH xu es 1-- 10-i D-4 ww�ws un rxrEcrs w mnsnucmN T�mocm,�s u�w*wuoxm a TYP, 3 TYP -2 NOTES TYP. STD. DETAILS Project ' 2x4 5 5h t ATTIC VENTILATION OPENINGS SHALL BE COVERED FOX AND JACO BS - .__ 2x4 WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING 8 --- .-- TYP ° 25 ,-F8 118-8" OPENINGS OF 114'IN DIMENSION. SECTION 12032.1, D 5 AT ROS ETTA Ii 8 Typ. ' L5J Q 2.PROVIDE INSULATION BAFFLES AT EAVE VENTS. .RAKE TO WALL DIVERTER p 1 CANYON I I Y LJ--' D 42 D_2 P. 2 30 5 �? 2x4 •VENT THROUGHROOF. TRACT #25477 r- 2x4 TYP. TYP.3 e2 Ip x ` 5 D-1 D- 4 TYP. 2x4 5 , ``------- °-2 FOX AND JACOBS - - - - - -_ - ]216 - - - - - - - - - - - - - ATTIC VENTILATION - - - - - 5 2x6 - - - - -T.oP LAKE ELSINORE, PER C.BC.SEC.12032-PROVIDE A NET FREE VENTILATING AREA OF NOT LESS THAN V300 OF THE AREA OF� CALIFORNIA � 19 THE SPACE VENTILATED,PROVIDED AT LEAST 50 PERCENT OF THE REQUIRED VENTILATION AREA IS PROVIDED i BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED,(AT LEAST 3 FEET o D-2 EFF ABOVE SAVE OR CORNICE VENTS) O 20 \ D33 m w A REA ARE'4 Z O O C O C O Q QUARE FOOTAGE=1574 S.F. ATTIC SQUARE FOOTAGE= 187 S.F. J J 8 >= h tD STUCC a FT.X 14300 575 SF. 1.2 SO�FT.X 44 S 12 S.F. a? OVER FT.X 144 SQ.IN(REQUIRED) 756 S,I. 12 SQ.FT.X 144 S0.IN,(REQUIRED) 173 S.I. ��� N NTILATION: HIGH VENTILATION: T.O. IN MODEL"FLAT"#50043 x 98.75 SI.=395 S.I. (1)O'HAGIN MODEL"FLAT"#50043 x 98.75 S1= 99 Sl 1w NTILATION: LOW VENTILATION: GIN MODEL"FLAT"#50043 x 98.75 SI._�& ('p 01HAGIN MODEL"FLAT"#50043 x 98.76 SI.= 99Sl 5 MMMM13 2 aD-z D-3 ENTILATION PROVIDED 790 S.I. TOTAL VENTILATION PROVIDED: 19881 FRONT NOTE ALL VALUES SHALL BE CONFIRMED PRIOR TO ou INSTALLATION BY SUBCONTRACTOR.FORWARDED ANY DEVIATIONS OR DISCREPANCIES SHALL BE FORWARDED TO THE ARCHffECT FOR RECALCULATION OF ATTIC VENTILATION REOOUIRED ATTIC VENT ALL ATTIC �ILATIONING Niokv, ARC SHOALLL P�ROVIDEEA KTGY G ROUP,ING VAPOR RETARDER INSTALLED ON THE WARM SIDE OF — THE ATTIC INSULATION PER CB.G 12032 Ambitaaore Planning Environmental THERMAL lYXX��(YXXXI 11"Yl'YI__�INSLJLATION 17992 MITCHELL SOUTH '�/VV VV VV ''�/VV VV VV VV ddf/V�/Vs � R IRVINE,CA 92614 (949)851.2133 (949)851.5156 FAX 2x4 5 Irving California TYP. T.O.P. -- ---T -- .. . ...-... ❑ �p ❑ License Stamp+ jE p Yall Il(1 I co 11 0 o TYP. a y u I+on f th. a., - 3 s c c �s: M1c per r-di u s nea : Icy 4 D-1 ority Flo -to ror cancel mo p-vsions J �F2�L,� 5 T2x1'P. ,18 1 tiq 4:12 NP.�Q F.F. D 1 - — - - - - - - -— - I-&SAVE I T.O.P TYP. -- - -- - - - - -.-.-.-.-.-.-,_.- 2x4 _ 2x4 \/y� D rrrn(\\ z 5 TYP. = ❑ V ❑ ❑ v�/ ❑ ... 71 5 w vvvvvv MANUFACTURED CONCRETE Principal in Charge ' D. KENT 2x4 ' = FLAT ROOF TILE, "EAGLE" TYP. w Project Director ' D. STODDARD zv = ICBO#ER-4660 OR AN 1O is APPROVED EQUAL o w TQ AREA 1 ��0 C�yS o�rt ou ) Project Architect D. KENT ° q;1 BUILDING UNE Project Designer + C. ADDINGTON - - - - _ - F.F. 7 ROOF LINE Checked By : F. YONEMORI Lf .IIa I,u111tlIIIIIIIIIIII1011ll @I CIItlIIIII °)LII L `_ i TTIII r�m.r. I IUIIIomII II 11 olliiillllilllllllllkillltll L� D-1 TYP. ----------__, --------------------- T-6'FLAKE Sheet Title + --- -- --- TYP. LEFT `�` J 3 1/2:12 AREA 2 - --- ------------ 2 PLAN 2710 m--❑ --N ----- --- - ----- D-1 'D' EXTERIOR D1 T-6"RAKE OHAGIN VENT ELEVATIONS AND NP. VENTILATION ROOF ROOF PLAN CALCULATION ROOF PITCH V EXTERIOR ELEVATIONS SCALE:1/4 4:12 U.O.N."=T-a' 1 ROOF PLAN I SCALE:1/8"=T-a Sheet No. 2 A - 4 . 10 CADFILE• CORYRIOHT© KEYNOTES No. Date Issue / Description e 06/01/05 50%SET PHASE II El ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL RNUNG 12/30/05 CLIENT REV./75% 2❑ 3-COAT STUCCO-REFER TO BUILDERS SPECIFICATIONS © 01/31/06 PLAN CHECK CORRECT, FOR COLOR AND FINISH 12 CONCRETE srooP 02/21/06 BLD SUB SET/CLIENT RE 3❑ ac8 FASCWBARGE BOARD F21 STUCCO SCREED-REFER TO DETAIL D53 p63 ® 09/22/06 FIELD REVISIONS ® GI FLASHING-REFER TO DETAILS D41 AND DS t MASOIJiy VENEER- ER O BUILDER'S SPECS, 0 5-8-08 2007 C.B.C,UPDATE 5❑ STUCCO OVER FOAM TRIM-REFER TO ELEVS.FOR SIZE AND TO DETAIL 10 1 © 07/25/08 PLAN CHECK CORRECT. FOAM TRIM MUST BE APPIJED O/STUCCO BROWN COAT. D-4 D-5 Q 07/25/08 SPEC.LEVY CLIENT REV. 6 SCR END AND L A IIL VE - E 0 2°BTHICKUILDERS SYNTHETIC ER-REFER TO Qg 10/14/08 CLIENT REVISIONS ELEVATIONS AND ATTIC VENTILATION WITH C CALLS FOR SIZE BUILDERS SPECS. 17 9 VENTS MUST BE PROTECTED WITH CORROSSION RESISTANT,NON-COMBUSTIBLE WIRE MESH WITH 1/4' MU O E N ❑ DECORATIVE FALSE VENT-REFER TO El RESERVED ELEVATION FOR SIZE 8❑ CLASS "A".FIRE FOR SIZE AND TO DECORATIVE DETA SHUTTER-REFER CEMENTIOUS SIDING-REFER TO BUILDERS SPECS 5 2x4 g D83 D93 ® STUCCO CONTROL JOINT-REFER TO DETAIL T.O.P. ILLUMINATED ADDRESS — --- --- - -- 9❑ STUCCO RECESS-REFER TO ELEVATION FOR SIZE csr�E ueNrs w:sPONvnr wrmmas awucaam-aaN ro ram rN[wrMla� 18'k48" 10 S"DIA DECOR FOAM PIPE VENTS-REFER TO "wmraaWry rera+m sari ox oumors nrrE was uaoccFrAnau V ® WOOD TRIM-REFER ELEVATIONS FOR SIZE ncorvrwcroanaNcrrxr aawnmrfnac xwN as aru+c maa as NEnass oc 18 CONSTUCttIry SHIlID IFPSOW.BLY BE RWOPE WMIEN ntilliaNONS ML>IESSNO6NH Z DETAIL ve�,hn e a a Lrssors sNai eE�ra.�o raae>NE uunEcr waN ronc O Cry D-4 gENr a+arNrs anmNmncraa wpcFmrvc vmm me Wows rrE atNr rxL ee u� tE3�t Rx zw oFF[cts M Wr&mlcnoN f n[SE m]CE0.�Es/JE Wr rgi0lax �0 m o a Project 18 4 D'2 2x4 _ _ _ _F.F. FOX AND JACOBS AT ROSETTA - — - - - - - -- - - - - - - - - - - - —- - — - - - - - - -— - - - - T.o.P.- CANYON II TRACT #25477 g FOX AND JACOBS D-2 _ LAKE ELSINORE F F.. — - - - - - — --- - - — r--_—__ — - - — — — - CALIFORNIA Wn u- uH ui lui ii uiii I x u tom« IIII illlll Illi000� MST. 14'k8"SCREENED AND LOUVERED COMBUSTION AIR 12 13 VENTS TOP AND BOTTOM RIGHT 2005-0508 Ir III IIu III, KTGYGR0UP,1No. Archit-tnm Planning Environmental 17992 MITCHELL SOUTH IRVINE,CA 92614 13 TYP. D-2 (949)951.2133 (949)851-5156 FAX &LE2x4 T.O.P. Irvine,California ._-.... 5 2x4 TYP. HEAD _ License Stamp. x to o w n,. ., 8 18'k48° TYP. D_2 = z �- _ 18W' p 7 r "Vail �H't 3= 5 a u t $ m --I of n pl -II tot 'e 18 TYP. TY t5 t o u e I r m t D-2 F.F. oI r i P v s u.., n. 1 the.. ors ci s 2x12 5 T.O.P. 5 2x4 TYP. HEAD bc4 TYP D-2 0 SJAMB =Z _ .. - ... _..... . . 0 0 in Principal in Charge . D. KENT 5 2x4 TYR D82 3 g Project Director . D. STODDARD SILL z Project Architect - D. KENT D-2 F,F. t�T Project Designer . C. ADDINGTON Checked By F. YONEMORI 13 REAR Sheet Title PLAN 2710 V EXTERIOR ELEVATION Sheet No. V EXTERIOR ELEVATIONS SCALE:1/4"=Y 1 A - 4. 10i CADFILE� cOvvwlOrn^� WATER HEATER FIRST HOUR RATING-TABLE 5.1 KEYNOTES No. Date Issue / Description NUMBER OF BATHROOMS 1 TO 15 2 TO 25 3 TO 35 06/01/05 50%SET PHASE II NUMBER OF BEDROOMS 1 2 3 2 3 4 5 3 4 5 6 1 ❑ DOUBLE SINK WITH GARBAGE DISPOSAL WITH AIR GAP FOR 12/30/05 CLIENT REV./7596 DISHWASHER FIRST HOUR RATING,GALLONS 42 1 54 1 54 54 1 67 1 67 80 67 80 1 80 80 ❑ DISHWASHER WITH AIR GAP- © 01/31/06 PLAN CHECK CORRECT, VERIFY DIMENSIONS WITH MANUFACTURERS SPECIFICATIONS 02/21/06 BLD SUB SET/CLIENT RE WATER HEATER PROVIDED=50 GALLON GAS,RECOVERY EFF=052,RHEEM RHG PRO50-40F 39'CLEAR REFRIGERATOR SPACE.PROVIDE RECESSED COLD WATER FIRST HOUR RATING=E33 PER ENERGY SPECIFICATIONS 3❑ 4 09/22/06 FIELD REVISIONS �^ BIBS AND SHUT-OFF FOR ICE MAKER. 0 / d WHIRLPOOL SUOE-IN RANGE NTH HOOD,LIGHT,FAN, © 5-8-08 2007 C,B,C,UPDATE WATER HEATER FIRST HOUR RATING-TABLE 51 l❑ AND OPT,MICROWAVE ABOVE(VENT TO OUTSIDE AIR ® 07/25/08 PLAN CHECK CORRECT. NUMBER OF BATHROOMS 1 TO 15 2 TO 25 3 TO 35 ❑ RESERVED. 07/25/08 SPEC.LEV/CLIENT REV® QQ NOTE REFER TO MECHANICAL NUMBER OF BEDROOMS 1 2 3 2 3 4 5 3 4 5 6 © GYP.BD.SOFFIT-REFER TO PLAN FOR HEIGHT(S). ® 10/14/08 CLIENT REVISIONS PLANS FOR RETURN AIR GRILL LOCATIONS FIRST HOUR RATING,GALLONS 42 64 54 54 1 67 67 80 67 I 80 80 80 7❑ PANTRY WITH(4)MDF SHELVES(WIDTH NOTED ON PLANS) WATER HEATER PROVIDED=75 GALLON GAS,RECOVERY EFF=076,RHEEM 21VR75,INPU7=76500, ® PEDESTAL LAVATORY FIRST HOUR RATING=127 PER ENERGY SPECIFICATIONS -" 9❑ RECESSED MEDICINE CABINET B 9A SURFACE MOUNTED MEDICINE CABINET _ ® 2x6 WALL 42"xiD2"TUB AND SHOWER UNIT BY LASCO OR EOUAL WITH 11 TEMPERED GLASS SHOWER ENCLOSURE CONTROL VALVES TO BE rtsniT pam Rsvr®un vnsnroan ouws soraTBcroxroraTFY nc AT.MCCT 21'-8" 16-4" PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER '"^sawnEecEnmwasaa�rsw eR aaoscaurowa Mw WMWGTMnduue,YHruxensss N.E—n elEcws woEs Am MERC[6a CPI 418.0 �Er'"'cfo1gN SaWFFAWk y K AW, W N W �cro s adwEs9+s sa Ef W gA%KWS EWLL ff P£IIIrID RIM irE wCH1ECT P,iOq TO TE 6'-2 1Y-d' 4'-6" 6'-4" T-6" 4'-6" SURR ONE PIECE FlBOVE FI I TUB AND SHOWER WITH UR FlEROD. aE angemseca m cW mar II"swm ro wa rtaE1 WLLee ❑ SURROUND TO 72"ABOVE FINISH FLOOR. PROVIDE CURTAIN ROD, w .E fart wn saTcas"'caus"°'c,lo"°"�mxmras AFE"°"°LL°"m CONTROL VALVES TO E PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER ORD,416D. 36"X36° 36W'ONE PIECE FIBERGLASS TUB AND SHOWER WITH FIBERGLAS CONIC. ® SURROUND TO 72"ABOVE FINISH FLOOR PROVIDE CURTAIN ROD, Project 21 21 STOOP CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC 68 SL GL MIXING VALVES PER C.P.C,418.0. FOX AND J AC O B S SL SL )L SL 7TUB AND SHOWER WITH RBERGLAS' 13 SURROUND ETO 72"PIECE FIBERGLASS FINISH FLOOR PROVIDE CURTAIN ROD, CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC AT ROSETTA ED MDO G VALVES PER 418.0, = 14 FAUNIN ATTIC PER CMC 90SO.PROVIDE LIGHT,POWER,UNOBSTRUCT CANYON 11 �v SUPPLY P 0 DE CONDENSA 30"WIDE TE DRAIN LINEDTADEQUATE OUTSIDE,VENT TO �y 254/I �i OUTSIDE AND COMBUSTION AIR PER CMC,CHAPTER 7. �/�/ ® 3dICJ0"ATTIC ACCESS,MIN.(PROVIDED FAU TRACT #AI G MAY PASS THROUGH WITH MIN,30"CLEAR HEADROOM PROVIDE SWITCHED LIGHT,11OV. 10 OUTLET,AND SOLID FLOORING TO FAU,(DTI MORE THAN 20'IN FOX AND JACO BS WASHER SPACE,PROVIDE RECESSEDgpORAN 1�, ® TIONS. PROVIDE'SMITTY"AN AND DRAINEATAND SECO D FLOOR CONNEC UPLEr I;:: .IT DRYER SPACE,PROVIDE DRYER VENT TO OUTSIDE AIR EQUIPPED LAKE E LS I N O R E, ❑ LLEENHGTHWITHAMAMAAMU OFPTWO90DEGREEELBOWSTION SD43 14 CALIFORNIA ® WATER HEATER ON A 18"HIGH PLATFORM WITH SEISMIC STRAPS AND VENT TO OUTSIDE PROVIDE PRESSURE RELIEF VALVE WITH DRAIN TO OUTSIDE COMBUSTION AIR PER C.M.C.CRAFTER 7. SE O 0 _O O • 4" DETAIL 3/D-4 y • Y RESERVED. Iy Y 6 y N Q ❑ OCCUPANCY SEPARATION PER CBA,SEC 406.1A BETWEEN GARAGE 'v 6 20 W WALLS LIVING(ADJACENT TO LMNG AREAS BOARD CEILINGSN GARAGE BELOW ELOW HABITABLE DE F ABLE . 6_B„ r 2 3-19' � AREAS AND SUPPORTING ELEMENTS SHALL RECEIVE ONE LAYER OF 5/8'TYPE'W GYP,BOARD OR COMPLY WITH TRUS JOIST PFC-4354, (OR APPROVED EQUAL). Owu 27+42 AC CONDENSER ON WEATHERPROOF PAD T ABOVE GRADE(VERIFY 6 T-4" UP 2 + 21 WE AND LOCATION)PROVIDE 22OV.WEATHERPROOF DISCONNECT. r i5RJ_ AT1 PROVIDE 110V WEATHERPROOF OUTLET WITHIN 26-V OF UNIT. \_Jx a W'GYP BOARD AT WALLS AND CEILING AT ENCLOSED,USABLE O SPACE UDER STAIRS,CB.C.1009.53. I"L(4)12'DR 1N 2x6 FLAT BLOCKING AT.54"ABOVE FINISHED FLOOR FOR 24"WIDE SHELVES 8P ❑ TOWEL BAR. k8"GL S RE NE C MB N AIR VENTS-0E HI::;124' F CEILING AND ONE LOW WITHIN 11 OF FINISHED FL KIT HEN S MUST BE PROTECTED WTTH CORROSSION RESISTANS _ CLG 10 rn § TIBLE W1R M SH WITH V4"MAX.OP WINGSCEbCTILL A VINYL ® 3 V/'DIAMETER PIPE BOLLARD in z VINYL-COATED WIRE,le DEEP SHELF AT 67"ABOVE FINISHED KTGY GROUP, FLOOR INC. v w- : 23 GYP.BD.LOW WALL/SHELF-REFER TO PLAN FOR HEIGHT. Architecture Planolnt Bnvi onmenal - 23 ri -- -- 17992 MITCHELL SOUTH / 2030 'v, -— 2868 x 1 3/8" v. 28 STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR FIEIGHT(S) I RV INE,CA 92614 /i POWDER RCTCR TO SHEET a ✓// P ) � A-5.3 FOR STAIR SOLID CORE ® STUCCO SHELF,SLOPE TO DRAIN. (228 8 LG 3n1 VNYL PLAN/SECTION TrHT FITTING (949)851.2133 CON RETIE T SELF CLOSINCJ 7 ���iii ® (� —- q'�T—, ® STONE/BRICK VENEER-REFER TO EXTERIOR FIEVATpNS. (�9)851.5156 FAX a 7 �n SELF CHIN D-a OPTIONAL OPT.DR.1 �� 20 MIN.DOOR 2668 X 1-3/4" 31 ARCHED STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS'POR Irvine,California FIBERGLASS �� 1/2" HEIGHTS F— 36"X36" SLOPE CONC. 32 14'A8"VENT ABOVE DOOR(100 SO.IN.MAKEUP AIR) 12-4" 15'-6° 21 STOOP License Stamp' 24 AT OPT, NOTES 20 PROVIDE 5/8"TYPE"X" M OR. GYP.BD,AT ALL 1 ALL GLAZING(FENESTRATIONS)SHALL BE INSTALLED WITH A CERTIFYING LABEL WALLS,CEILING,AND 3 ATTACHED,SHOWING THE V VALUE SUPPORTING ELEMENTS p_5 2 WINDOWS ADJACENT TO TUBS,SHDWEOS AND IUB/SHaWERS,AT STARINAYR OR 3 PA E 36"X84" ADJACENT TO AND WTHN 2 r OF EITHER EDGE OF THE DOOR SHALL BE RILEY Jv TEMPERED,LAMINATED SAFETY GLASS OR APPROVED PLASTIC,PER CSC.24068 V!a• GARAGE TRASH S SLEEPING ROOMS SHALL HAVE A WINDOW OR EXTERIOR DOOR FOR EMERGENCY CONCRETE CAN PAD ESCAPE BILL HEIGHT SHALL NOT EXCEED 44"ABOVE THE FLOOR WINDOWS MUST HAVE AN OPENABLE WDTH 2T AND THE MINIMUM OPENABLE HEIGHT 24".THE EMERGENCY DOOR OR WINDOW SHALL BE OPENABLE FROM THE INSIDE TO PROVIDE A FULL CLEAR OPENING WTIHOU THE USE OF SEPARATE TOOM CBC SECTION 1025 4 IN SHOWERS AND TUB-SHOW COMBINATIONS CONTROL VALVES MUST BE PRESSURE LINE OF FLOOR BALANCED OR THERMOSTATIC MIXING VALVES,CPC.SECTION 460, ABOVE — 5 APPLIANCE IN CONFINED SPACE PROVIDE TWO OPENINGS INTO ENCLOSURE EACH HAVING 1 So IN,PER 1000 BTU/H INPUT FREELY COMMUNICATING WITH OTHER Principal in Charge ' D. KENT UNCONFINED INTERIOR SPACES MINIMUM IDO SO.IN.EACH OPENING CMC.SECT 701 ______________ __ ______ _ S NEW WATER CLOSETS AND ASSOCIATED FLUSHOMETER VALVES,IF ANY,SHALL 119E Project Director r D. STODDARD _ F ____f NO MORE THAN 16 GALLONS PER FLUSH AND SHALL MEET PERFORMANCE 8070 SECT.GARAGE DOOR 16070 SECT,GARAGE DOOR STANDAR9 ESTABLISHED BY THE AMERICAN NATIONAL STANDARDS H a S CODE Project Architect ' D. KENT SECTION T792L7ib). I 7, PROMDE'De OS W'AT ALL R HEAD LOCATIONS-REFER TO DUAL&04 Project Designer ' C. ADDINGTON ///////////////////////////// /// 8, WINDOW L BE INSULATIG UNITS Wirth A MNNMU4 OF ONE TEMPER/ N PANE GLASS BLOCK OR 2PMNUTE RATEDChecked By ' F. YONEMORI 1/ 9. FXTFRgR DOOTB SHALL BE OF APPROVED NONCOMBUSTIBLE CONBTFd1CT10N OH SOLID CORE WOOD HAVING STILES AND RAILS NOT LESS THAN I r THICK WITH INTERIOR FELD PANEL THICKNESS NO LESS THAN 1J'TRICK OR SHALL HAVE A FIRE-RESISTANCE RATING OF NOT LESS THAN 20 MINUTES WHEN TESTED ACCARDING TO ASTM E-2074 A .Sheet Title ' d-2" 3'-2" 1-6" V-4"ROUGH OPENING 1-7" 16'-4"ROUGH OPENING 1-7" PLAN 2875 Ir 1 s' s'-a" r a" 3a-s" ° 5, B FIRST FLOOR PLAN ,D_ON Q SQUARE FOOTAGE INTERIOR ELEVATIONS FIRST FLOOR 1160 S.F. e A 5.3 A 5.3 SECOND FLOOR 1715 S.F. - TOTAL 2875 S.F. Sheet No. ' GARAGE 644 S.F. FIRST FLOOR PLAN SCALE 114"=1'0" 1 PORCH AT 'A', 'B' AND 'C' 47 S.F. A - 5 . 1 CADFII COPYNIUHT(a) KEYNOTES No. Date Issue / Description 06/01/05 50%SET PHASE II ❑ DOUBLE SINK WITH GARBAGE DISPOSAL WITH AIR GAP FOR Q 12/30/05 CLIENT REV./7596 DISHWASHER ❑ DISHWASHER WITH AR GAP- MANUFACTURERS SPECIFICATIONS © 01/31/06 PLAN CHECK CORRECT. ❑ 39'CLEAR REFRIGERATOR SPACE.PROVIDE RECESSED OLD WATER © 02/21/06 BLD SUB SET/CLIENT RE tJ a 09/22/06 FIELD REVISIONS BIBB AND SHUT-OFF FOR ICE MAKER, NOTE' REFER TO MECHANICAL WHIRLPOOL SUDE-IN RANGE WITH HOD,LIGHT,FAN, PLANS FOR RETURN AIR GRILL 7 4❑ © 5-8-08 2007 C.B.C.UPDATE LOCATIONS. AND OPT.MICROWAVE ABOVE(VENT TO OUTSIDE AIR). © O7/25/08 PLAN CHECK CORRECT. 5❑ RESERVED. 07/25/08 SPEC.LEV./CLIENT REV, © GYP.BD.SOFFIT-REFER TO PLAN FOR HEIGHTS) Q 10/14/08 CLIENT REVISIONS 7❑ PANTRY WITH(4)MDF SHELVES(WIDTH NOTED ON PLANS) — A-53 A-5.3 8❑ PEDESTAL LAVATORY �'-� _ 9❑ RECESSED MEDICINE CABINET 21-2" 8'-2" 6-4" L 2'-8" 2 S ® SURFACE MOUNTED MEDICINE CABINET 0 M WALL 8'-0' 6-6. TIT 2-T' 3-8" Y-11" '-Y' 4'-3" _ 11 42k7J2"TUB AND SHOWER UNIT BY LASO OR EQUAL WITH -- TEMPERED GLASS SHOWER ENCLOSURE. CONTROL VALVES TO BE rts ns asHrs rtsara�rnr rnwroas wvamratncipH Towm m[wwiccr PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER AM—Mwwnxa =N%UMDaeaxexne nArs wo assrATorsarncR a CONfn1C1IXI MXOLCiILv root nc eu[«o cao�wo raTxo[s ov CP.0 418A. ca siwcnon sxaw�Asowar ace rmoa rsiaucmerm�san sn� 'T r 6-6" 3-Y 28 29 =OR moons on o moH swu eE npu Hs wpnECT oar m Hs SURROUND ONE PIECE FIBERGLASS TUB AND SHOWER WITH FlBE aaKr ow cLEHrs o.scan�ucrais croc®ruwm TIE wont mE aeHr vu ae POTSH LF 12 SURROUND TO 72"ABOVE FINISH FLOOR. PROVIDE CURTAIN ROD. PESGN�IF WR AM'pnEL�S I" ^a+Ev� ��T�� CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC 5D40 L 5040 SL 3040 S.H, MIXING VALVES PER C.P.C.41&Q 36'k60"ONE PIECE FIBERGLASS TUB AND SHOWER WITH FIBERGLASE 2668 H.0 tL ❑ SURROUND TO 72"ABOVE FINISH CONTROL VALVES TO BE PRESSURE OBALANCE OR OR PROVIDE CURTAIN Project iV N Z INW MNG VALVES PER CPC.418A O 425,W ONE PIECE FIBERGLASS TUB AND SHOWER WITH RBERG FOX AND JAC O BS MA T8 ERA __ - (4)12"DEEP ❑ SURROUND TO 72 ABOVE FINISH FLOOR, PROVIDE CURTAIN ROD. AT R O S ETTA BVINYLG __ 26_—� WIRE SHELVES CONTROLMIXIN VALVES VES PER BE PRESSURE BALANCED OR THERMOSTATIC 23 FAU IN ATTIC PER Cd1A.C.301 PROVIDE LIGHT,POWER,UNOBSTRUCT CANYON II ED 24"PASSAGE,30"WIDE WORK SPACE,AND ADEQUATE AIR MASTER BEDROOM Oo 9 W.I.C, 6 SUPPLY. PROVIDE CONDENSATE DRAIN C. TO TER7.OUTSIDE VENT TO TRACT #25477 gg� OUTSIDE AND COMBUSTION AIR PER C.M.C.CHAPTER 7. CARPET 'O CARF'LEGT 00 15 3dk3(W ATTIC ACCESS,MN.(PROVIDED FAU.MAY PASS THROUGH WITH MIN.30"CLEAR HEADROOM, PROVIDE SWITCHED LIGHT,11OV. N OUTLET,AND 24"SOUD FLOORING TO EAU.,(NOT MORE THAN FOX AND JACOBS 3,_2„ HEAD D4 668 H. >� 20'-p'IN LENGTH), G 8 6 AT T(Y' D�-a�1/ tv C 11 16 WASHER SPACE,PROVIDE RECESSED WATER AND DRAIN CONNEC- TIONS PROVIDE"SMUTTY"PAN AND DRAIN AT SECOND FLOOR DRYER SPACE,PROVIDE DR VENT TO OUTSIDE AR EUIPPED LAKE ELSINORE LOCATIONS 13 L— II ❑n WITH A BACKDRAFT DAMPER PER CMA,SECTION 6043.QM-0"MAX. LENGTH WITH A MAXIMUM OF TWO 90 DEGREE ELBOWS. CALIFORNIA WATER HEATER ON A 18'HIGH VENT TO OUTSIDE. PROVIDE RELIEF RELATFORM WITH EF VALVE STRAPS VE AND WITH _.. ....._...__.. 26 DRAIN TO OUTSIDE COMBUSTION AIR PER C.M.C.CHIRPIER 7, SEE O O —O O :. DETAIL 3/D-4. _ RESERVED. z? r OCCUPANCY SEPARATION PER OBC.SEC 406.14 BETWEEN GARAGE SHELF ( rn REFER TO SHEET ! " © ❑20 M AND LIVING(R-T WALLS-1/2'GYP.BOARD ON GARAGE SIDE OF - A-6,3 FOR STAIR -1d 3'-8 21 V4' `4 WALLS ADJACENT TO LIVING AREAS, CEILINGS BELOW HABITABLE PLAN/SEC110N 1 ! 1 zp AREAS AND SUPPORTING ELEMENTS SHALL RECEIVE ONE LAYER OF 15 Xi R 5/8"TYPE"X"GYP.BOARD OR COMPLY WITH TRW JOIST PFC-4354, F - - --- ! (OR APPROVED EQUAL). BONUS OM - I AC CONDENSER ON WEATHERPROOF PAD T ABOVE GRADE(VERIFY HER 8 CLG. SIZE AND LOCATION)PROVIDE 220V.WEATHERPROOF DISCONNECT CARPET _ _ / BEDROOM 4 PROVIDE 110V WEATHERPROOF OUTLET WITHIN 26-T OF UNIT 8 9 CLG 22 1/2"GYP.BOARD AT WALLS AND CBUNG AT ENCLOSED,USABLE w h� M I! CARPET SPACE UNDER STAIRS,C.B.C.=95.3 4- --- - - L ® ❑ N6 FLAT BLOCKING AT 46e ABOVE FINISHED FLOOR FOR 24"WIF ®J zo TOWEL BAR. ou fI -0 6-0" 4'-8" 6-4" T- 0 24 (2145 "GL S RE NE BU N AIR VENTS.0 E I ` 27+42' 27 +v 12"OF COILING AND ONE LOW WITHIN IT OF FINISHED FLOOR 6080 BI-PASS VENTS MUST BE PROTECTED WITH ORROSSION RESISTANT,NON- COMB TI LE WIR M SH WITH 1/4"MAX OP NING6. 2668 H.C. —_WARDROBE _ N 25 3 1/2"DIAMETER PIPE BOLLARD a 3040 S.H. 4"0DRYER 26 - r- 26 ® VINYL-COATED WIFE,0 DEEP SHELF AT 67-ABOVE FINISHED KTGY G ROU P,INC. 2-1 2-�1" JAIDE II w 16 I FLOOR Aro611eeturc Planning Environmental 9' __ I=I I O HEAD 6 27 GYP,ED.LOW WALV SHELF-REFER TO PLAN FOR HEIGHT. 4 UNE OF FLOOR FLOOR ---�C•- wI AT 6'-8' D-a BELOW , r 2 1 8"GIG, is A N - g Y Zg STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR HEIGHTS) SHELF CARP 0 177 8 G V C C V BATH 2 ❑ 17992 VINE,CA SOUTH 32 12 � ❑ ..,. .. IRVINE,CA 92614 L L_—— ————L_ 1 L 8 9 CLG. 23 29 STUCCO SHELF,SLOPE TO DRNN. .. I— 868 H.C. 68 H.C. VINYL r.,�. (949)951.2133 ® STONE/BPoCK VENEER-REFER TO EXTERIOR ELEVATION.' , „ _ (949)851.5156 FAX ARCHED g 10 0 668 H.C. 2668 H,C 31 HEIGHTS STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIdN9'0OR Irvine,California 14W VENT ABOVE DOOR 0D0 SC IN.MAKEUP AIR) y License Stamp. 4 WIRE SHELVES zv NOTES N 26 LINEN 1 ALL GLAZING(FENESTRATIONS)SHALL BE INSTALLED Vrifl-I A CERfIFNNO LABEL SHELF -0, _d TSHELF � ATTACHED,sNavnNG THE'LW vALIUE G 2 WINDOWS ADJACENT TO TUBS,SHOWERS AND TUB/SHOWERS,AT STAIRWAYS,OR BED�R OM,2 0� BEDROOM 3 ADJACENT TO AND WITHIN 2V OF EITHER EDGE OF THE DOOR SHALL BE FULLY 6 CLG `L`�0 8 LG, A TEMPERED,LAMNATED SAFETY GLASS OR APPROVED PLASTIC,PER C.B.C.24063 CARPET i 26 CARPET S SLEEPING ROOMS SHALL HAVE A WINDOW OR EXTERIOR DOOR FOR EMERGENCY ESCAPE SILLHEIGHT SHALL NOT EXCEED 44"ABOVE THE FLOOR WINDOWS MUST tO CARPET EMERGENCY HAVE AN OPENABLE WIDTH 20'AND THE MINIMUM OPENABLE HEG-rr 2C THE - EMERCENCY DOOR OR WINDOW SHALL BE OPENABLE FROM THE INSIDE TO PROVIDE �L_ _ _ A FULL,CLEAR,OPENING WrTHOIU THE USE OF SEPARATE TOODS CBC SECTION 26 ma _ - 4 IN SHOWERS AND TUB-SHOW COMBINATIONS,CONTROL VALVES MUST BE PRESSURE ' 7 r r 50401 SL BALANCED OR THERMOSTATIC MIXING VALVES,CP.O SECTION 418,0. GL 5. APPIJANCE IN CONFINED SPACE PROVIDE TWO OPENNGS INTO ENCLOSURE EACH —___ _______ 28 , HAVING 1 M IN PER 1000 BTUM PHUT FREELY COMMUNICATING WITH OTHER Principal in Charge D. KENT M T—————————— 29 7 UNE OF FLOOR q UNCONFINED WTEAIOR SPACE&MINIMUM 1D0 SQ.IN EACH OPENING CMO SECT 701 L—J I BELOW b 6. NEW WATER CLOSETS AND ASSOCIATED FLUSHOMETER VALVES,F ANY,SHALL USE Project Director D. STODDARD L_J L NO MORE THAN 16 GALLONS PER FLUSH AND SHALL MEET PERFORMANCE &TANDARS ESTABLISHED BY THE AMERCAN NATIONAL STANDARDS H 6 S CODE Project Architect • D. KENT SECTION T1921a(GI. 7 PROVIDE Ty~AT ALL SHOWER HEAD LOCATIONS-REFER TO DETAL Soot Project Designer C. ADDINGTON 6 WINDOW SHALL BE 4' OR 2DI 20.MMI UNITS WITH A MNINMUM OF NE TEMPERE-8" 5'S° 6 PANE,GLASS BLOCK OR NUTE RATED Checked By F. YONEMORI 9. EXTERIOR DOORS SHALL BE OF APPROVED NONCOMBUSnRLE CONSTRUCTION,OR 12-4" 2'-2" 3'-1d' S'-6" 3'-1d' SOLD`ORE WOOD HAVING STILES AND RAILS NOT LESS THAN I P THICK WITH INTERIOR FIELD PANEL THICKNESS NO LESS THAN 1J'THCK OR SHALL HAVE A FIRE-RESISTANCE RATING OF NOT LESS THAN 20 MINUTES WHEN TESTED 9-a" 14'-6" 13 4" 2'-1d' ACCORDING TO A61M E-2074 Sheet Title . 4d-d' A PLAN 2875 A SECOND FLOOR PLAN A-5.3 A-53 D 53 B SQUARE FOOTAGE C FIRST FLOOR 1160 S.F. INTERIOR SECOND FLOOR 1715 S.F. ELEVATIONS . TOTAL 2875 S.F. Sheet No. GARAGE 644 S.F. SECOND FLOOR PLAN SCALE 1/4"=T-d' PORCH AT 'A', 'B' AND 'C' 47 S.F. A - 5 - 1A . 1 CAMILE• COPYRIGHT�.j SYMBOLS No. Date Issue / Description -0 DUPLEX CUTLET 06/01/05 50%SET PHASE II Q 12/30/05 CLIENT REV./750k rg 1/2 HOT OUTLET Q 01/31/06 PLAN CHECK CORRECT, t4 ARC FAULT PROTECTED OUTLET ® 02/21/06 BLD SUB SET/CLIENT RE t4 1/2 HOT ARC FAULT PROTECTED OLTLET Q 09/22/06 FIELD REVISIONS © 5-8-OS 2007 C.B.C.UPDATE 4" 220 OUTLET 07/25/08 PLAN CHECK CORRECT. -6" GFCI OUTLET Q 07/25/08 SPEC.LEV,/CLIENT REV /vP GFCI OUTLET-WEATHERPROOF ® 10/14/08 CLIENT REVISIONS 0 JUNCTION BOX DISCONNECT-WEATHERPROOF - - CEILING MOUNTED LIGHT PENDANT LIGHT Z:Y WALL SCONCE rt s nE cuMrs aaasaun mix To aR Doan mralRrcuDM To rp1MT nc,wpn[cr M w,nra a urr anra.®Encore aA a.�ola w nE nueun acme a wua WALL MOUNTED LIGHT naTlrt>•trrn npxouoxr rcrammr�arE wmrxE nauxo caas as r.<mxsa v/ oxamcmM sw.w ansaanv a nwuc wTmER iMsmlcnous"m+;snrc nr FLUORESCENT WALL MOUNTED LIGHT PaEs*'ED EaVIXe oR Lrrvs swY�eL rEcwTD Rav ME orartEc*FnoR To nE ® �sEOM�.e�aw�s�r+Tm�smciaRF roc a En�s�wi wu'a�ti zzxxpp VV�� 2n v 3 - WALL MOUNTED LIGHT BR DISCTntaIECT Q VP �ISLTu�ICLi CFI/VP '� M KEYLESS CEILING MOUNTED LIGHT Project --- .......i.._. RECESSED INCANDESCENT LIGHT FIXTURE FOX AND JACOBS ® EXHAUST FAN(PROVIDE A MIN,OF 5 AR AT ROSETTA CHANGES PER HOUR) § I Icy COMBINATION EXHAUST FAN AND CANYON II FOR FUTURE INCANDESCENT LIGHT FIXTURE \ ' > FAN/LIGHT // } FLUORESCENT SURFACE MOUNTED UGHT TRACT #25477 LIVING \ ( DINNdFAMILY �.� RECESSED FLUORESCENT LIGHT FIXTURE FOX AND JACOBS COMBINATION EXHAUST FAN AND FLUORESCENT LIGHT FIXTURE FLUORESCENT FIXTURE UNDER CABINET) LAKE E LS I N O R E, i SWITCH CALIFORNIA / 'r9 3-WAY SWITCH DIMMER SWITCH 4'-d' *-0" 5'-2" aa 3-WAY DIMMER SWITCH 2 0 0 5-0 5 0 8 / "Ts 30 MINUTE OCCUPANCY SENSOR SWITCH (J / _.- � - ® SMOKE DETECTOR TO SOUND ALARM AUDIBLE IN ALL SLEEPING AREAS AND I + SHALL BE HARDWIRED WITH BATTERY BACKUP. THERMOSTAT ❑ �r - -- _ ® PUSHBUTTON ) KITCHEN E TI qY __ O I (\ Q CHIMES OPTIONAL SECURITY I --�, -- -- ---- ♦ '-4 TELEPHONE OUTLET 1"4 N OUTLET I P DER zti � QFa9 F\ 4 •$ FUEL GAS __ KTGYG_ROUP,,N�. _ PROVDE - -9- FIREPLACE KEY(LOOSE) Architwure Planning Enrtreamsaul DED.20AAT -+na HOSE BIBB WITH NON-REMOVABLE arvw @ OPT' -- BACKFLOW PREVENTION DEVICE 17992 MITCHELL SOUTH PORCH Q 1=== cv IRVINE,CA 92614 RECESSED STUB-OUT FOR ICE-MAKER' L�Ce//////////// ■ \\ F 9) 51-2133 (949)9)851-5156 FAX Rom"''a RETURN AIR GRILL Q AT OPT. Irvine,California DOOR Q iYDIAn ILLUMINATED ADDRESS ®O 12"X Ar 2 TUBE FLUORESCENT FIXTURE WITH LENS License Stamp. 0 SPACE OUTLET�r NOTES A FLFURE GARAGE DOOR OPENER a�/ 1 FUEL BURNING EQUIPMENT SHALL BE EQUIPPED WITH AN APPROVED AUTOMATIC MEANS.WHICH WILL SHUT OFF FUEL SUPPLY TO EQUIPMENT IN THE EVENT OF IGNITION OR FLAME FAILURE. 2007 OMA, 2. GAS PIPING EXTENDING THROUGH FOUNDATION WALL SHALL BE SLEEVED AND HAVE ITS OPENING SEALED ON OUTSIDE, ca4s METER 2007 C.M.C. SIMPLE%WTLET Fat AiRI61TlON TRIER (pRp E CLEARANCES PER A11 ANDRTICLE 3 ALL RECEPTACLES THAT SERVE THE COUNTER AREA OF ______________ 0 8A THE KITCHEN SHALL BE GFI PROTECTED,CEC 21D-6. Ma , F ---- ---- 201 AMP SERVICE 4. PROVIDE MIN,TWO(2)20-AMP SMALL APPLIANCE BRANCH Principal in Charge - D. KENT (LOCATION PER BULDER AND CIRCUITS FOR KITCHEN. THESE CIRCUITS SHALL HAVE NO PROVIDE CLEARANCES PER ARTICLE Project Director . D. STODDARD ///////////////// /////////////////////////////////// 110-1" OTHER OUTLETS C.E.C.210-52B2. UL1LlU1L-!L/1/1/ // S BATHROOM CIRCUITS SHALL HAVE NO OTHER OUTLETS, MINIMUM 20-AMP CIRCUIT. CEC 210-520. Project Architect D. KENT L1/-!Ul/1 UL/1L-lL1L-!Ll/-!UL/1�/ ss 6. DETECTORS SHALL SOUND AN ALARM AUDIBLE IN ALL Project Designer . C. ADDINGTON SLEEPING AREAS OF THE UNIT C.B.C.907.2.10, Checked By , F. YONEMORI 7, RECEPTACLE OUTLET LOCATIONS SHALL COMPLY WITH 2007 C.E.C.ARTICLE 210.52(A), a NON-REMOVABLE BACKFLOW PREVENTION DEVICES ON ALL EXTERIOR HOSE BIBBS,PER C.P,C,603.23 Sheet Title . 9. FAU IN ATTIC PER CMC 315 PROVIDE LIGHT,POWER,GAS, ACCESS AND 30"WIDE WORK SPACE PROVIDE PLAN 2875 CONDENSATE DRAIN LINE TO OUTSIDE,VENT TO OUTSIDE,AND COMBUSTION AIR PER C.M.C.CHAPTER 7. FIRST FLOOR 10 PROVIDE A LIFER GROUND FOR THE MAIN ELECTRICAL SERVICE PANEL W-U'LONG 4 RE-BAR AT BOTTOM OF UTILITY PLAN FOUNDATION, 11 PROVIDE"QUCKFLASH"FLASHING AT ALL EXTERIOR ELECTRICAL PENETRATIONS-REFER TO DETAIL 13/D-4 12,HIGH EFFICACY LUMINARIES MUST BE PIN BASED z�L 13,ALL BEDROOM LIGHTS,OUTLETS,AND SMOKE DETECTORS Sheet No. SHALL BE AFCI-PROTECTED, FIRST FLOOR UTILITY PLAN SHALL 1/4"=1 1 A - 5 . 2 CADFILE- covrnlGHT�0) P.nT nATF. SYMBOLS No. Date Issue / Description -0 DUPLEX OUTLET 06/01/05 50%SET PHASE II �i 12/30/05 CLIENT REV./75% c6 1/2 HOT OUTLET Q 01/31/06 PLAN CHECK CORRECT. -4 ARC FAULT PROTECTED OUTLET 02/21/06 BUD SUB SET/CLIENT RE 09/22/06 FIELD REVISIONS W 1/2 HOT RC FAULT PROTECTED OUTLET © 5 8-08 2007 C.B.C.UPDATE 4 ' 220 OUTLET © 07/25/08 PLAN CHECK CORRECT. .d' GFG OUTLET 07/25/08 SPEC,LEV./CLIENT REV, 1/VP 10/14/08 CLIENT REVISIONS GFCIOUTLET-WEATHERPROOF 0 JUNCTION BOX Eec.v/ °s�s`"'L0 DISCONNECT-WEATHERPROOF CEILNG MOUNTED LIGHT + PENDANT LIGHT �Y WALL SCONCE Ns n>E GEMs rESEor�1v ma ro a+ox+BcoNslwclsx ro w1BrnEs>s�xaT umxc a ury EBCBhD ERi]fS w arss�Ns x>�E nusun�Epr.�lq's ac wxx WALL MOUNTED LIGHT canwc oB,Nwa,r�.vNwmm;Foa�vm�,xB euix+c caoss uo rtrx�cs of �rsmxroNSNatn PEwwwaty aE nwuE xwnEx nsmcraseornEsac ssal FLUORESCENT WALL MOUNTED LIGHT �ffrr�.»aElas oa onssous swu BE rcceEo Erox,�e1r NE �e BE MOP GEMS nECC1AMCigE PPJPGpNG 1MH 111E wJfYC ME GEM wLL BE S�.f FOP•M'B6ECiB IN C1Y61N1CiU1 f 11RE 5I£NpT fULQVEII v- WALL MOUNTED LIGHT BAR ¢K KEYLESS CEILING MOUNTED UGHT Project RECESSED INCANDESCENT LIGHT FIXTURE FOX AND JACOBS EXHAUST FAN(PROVIDE A MIN,OF 5 AIR AT ROS ETTA CS PER HOUR) " ASTER BATH � � COMBINATION EXHAUST FAN AND CANYON II _ INCANDESCENT LIGHT FIXTURE FLUORESCENT SURFACE MOUNTED LIGHT TRACT #25477 ` —- ——— RECESSED FLUORESCENT LIGHT FIXTURE MASTER BEDROOM tE COMBINATION EXHAUST FAN AND FOX AND JACOBS -. BPI FLUORESCENT LIGHT FIXTURE r�- ,�ANnM� %I t—� FLUORESCENT FIXTURE(UNDER CABINET) LAKE E LS I N O R E, SWITCH CALIFORNIA 9 3-WAY SWITCH DIMMER SWITCH '-t3 3-WAY DIMMER SWITCH -J O OO O8 \\ L---1 II "'b- 30 MINUTE OCCUPANCY SENSOR SWITCH L ® SMOKE DETECTOR TO SOUND ALARM © AUDIBLE IN ALL SLEEPING AREAS AND - - - SHALL BE HARDWIRED WITH BATTERY BACKUP. i THERMOSTAT i i PUSHBUTTON \ 11 � ---- / I CHIMES /BONUS ------ /- ROOM _____ ---- I i I� p OPTIONAL SECURITY _ I I I \ BEDROOM 4 / 14 TELEPHONE OUTLET I -- --- J I /' TV OUTLET - 01 / '� '$ FUEL GAS _:.I�;•.G;.:�.r.;:n:e;�;:,:.,. .. KTGYGROUP,INC 4— FIREPLACE KEY(LOOSE) Arceitectm PImnint Envir—ft] HOSE BIBB WITH NOWREMOVABLE BACKFLOW PREVENTION DEVICE 17992IRVIINE, SOUTH E,CA 92614 r W.I.C. / I RECESSED STUB-OUT FOR ICE-MAKER _ __ I' / / . BFI (949)4851-SI561 PAX - ---�y----- rl= 1 / _\ / a—"'i RETURN AR GRILL _ Irvine,California r I I t 7 s FSEss ILLUMINATED ADDRESS BATH 2 WITH LENS TUBE FLUORESCENT FIXTURE License Stamp ® NOTES 1. FUEL BURNING EQUIPMENT SHALL BE EQUIPPED WITH AN — APPROVED AUTOMATIC MEANS WHICH WILL SHUT OFF FUEL SUPPLY TO EQUIPMENT IN THE EVENT OF IGNITION OR 1 i FLAME FAILURE 2007 C.M.C. / BEDROOM 2 BEDROOM 3 2 BE SLEEVED IPING AND HAVE ITS OPENINENDING THROUGH G FOUNDATION ON OUTSIDE SHALL p/ 7 2007 C.M.C. 3. ALL RECEPTACLES THAT SERVE THE COUNTER AREA OF II W.I.C. THE KITCHEN SHALL BE GR PROTECTED,CEC 210-8. L__ _ 4. PROVIDE MIN.TWO(2)20-AMP SMALL APPLIANCE BRANCH Principal in Charge D. KENT CIRCUITS FOR KITCHEN. THESE CIRCUITS SHALL HAVE NO OTHER OUTLETS C.E.C.210-52B2. Project Director D. STODDARD 5 BATHROOM CIRCUITS SHALL HAVE NO OTHER OUTLETS, Project Architect - D. KENT MINIMUM 20-AMP CIRCUIT, CEC 21052(1 r —————— r ——- 1 6. DETECTORS SHALL SOUND AN ALARM AUDIBLE IN ALL Project Designer C. ADDINGTON L_J I SLEEPING AREAS OF THE UNIT. C.B.C.9072,10. Checked By F. YONEMORI L—J IL_ 7. RECEPTACLE OUTLET LOCATIONS SHALL COMPLY WITH 2007 GEC,ARTICLE 210-52W, 8. NON-REMOVABLE BACKFLOW PREVENTION DEVICES ON ALL EXTERIOR HOSE BIBBS,PER CP.C,60323 Sheet Title 9. FAU IN ATTIC PER CMC 315,PROVIDE LIGHT,POWER,GAS, ACCESS AND W'WIDE WORK SPACE, PROVIDE PLAN 2875 CONDENSATE DRAIN LINE TO OUTSIDE,VENT TO OUTSIDE,AND COMBUSTION AIR PER C.M.C.CHAPTER 7. SECOND FLOOR 10 PROVIDE A GROUND FOR THE MAN ELECTRICAL SERVICE PANEL R20'-0°LONG,#4 RE-BAR AT BOTTOM OF UTILITY PLAN FOUNDATION 11. PROVIDE"QUCKFLASH"FLASHING AT ALL EXTERIOR ELECTRICAL PENETRATIONS-REFER TO DETAIL 13/1 12.HIGH EFFICACY LUMINARIES MUST BE PIN BASED - s 1a ALL BEDROOM LIGHTS,OUTLETS,AND SMOKE DETECTORS Sheet No. SHALL BE AFCI-PROTECTED. SECOND FLOOR UTILITY PLAN SCALE:,/4°=1-0" 1 A - 5 . 2 A P1 AT na . No. Date Issue / Description 06/01/05 50%SET PHASE II 14 I /I 0 12/30/05 CLIENT REV./7596 D3 10 01/31/06 PLAN CHECK CORRECT. D-3 / I Q 02/21/06 BLD SUB SET/CLIENT RE / I 09/22/06 FIELD REVISIONS -- 12 Q 5-8-08 2007 C,B,C,UPDATE ---- -- 3 Q 07/25/08 PLAN CHECK CORRECT. ____ 07/25/08 SPEC.LEVJ CLIENT REV. ro Q 10/14/08 CLIENT REVISIONS 2A 28 A-53 A-5.3 rtsna Hams rceraeaLrtr Pnon TO a DJM OXTUTO TO NOM nE xomsr x mxmaarc nncam eKNU anpe5pssx rrt Has Aw�[ar mmawnl ACONIRM$*JL0 MLV xNO Y1 AWEN11H THE&aU110 WasAw xE1MW9a Ca41N1C1KM 810110 Y LAwA E,vwnEN INSIHLGIgNS AUaE HIM 3-4" vDceaD DWp6 ox assow slwL sE lacmfo fHOM na.Hanrcr artoR ro na CIENr 011 GFNIB n6G)MPlCi0R5 HiOCEFPYIG VmH rllE YpNt 1HE NaL BE nle Fa ar arras WT x o�rsrn.s;IpN s nag ma.Laaas A9E wr wuam Project FOX AND JACOBS SECOND FLOOR AT ROSETTA CANYON II TRACT #25477 D311 FOX AND JACOBS I ® 12 LAKE ELSINORE, 12INSULATION 4� Q4 D-3 _ — TYP.AT EI ROOF TR SES CALIFORNIA BY OTHERS -T.O.P 2005-0508 II oil --- - - - _ _ XT -I AT EXTE E RRIOR - --- WALLS a6 -- - - BONUS ROOM _ --_____ L____J MASTER O ---- �' D-3 / 12 2A E2B_ - - - 4- - - - - - - - - - - - - -.-, -. - - - - -FE. A 53 A-53 - - _T.OP KTGYGROUP,, . FIRSTFLOOR LIVING TR AI,Mleclum Plamie8 anrimnmenml 17992 MITCHELL SOUTH _FR IRVINE,CA 92614 STAIR PLAN SCALE:3/8"=Y-0' 3 REFER TO STRUCTURAL FOR FOUNDATION (949)951.2133 (949)851.5156 FAX i.O.P TOP SECTION A Irvine,California License Stamp. D Y IiA: G OOFTRUSSES R381NSULATIO BY OTHERS TYP AT CEILINGS 12 fi M El R-13U® INSULATION — — — — -- - — — --- — — — — TYP.AT EXTERIOR F WALLS = Principal in Charge D. KENT TO.P W.LC. BE ROO 4 BATH 2 . BEDROOM 3 Project Director D. STODDARD 1 E PLYWOOD ®[7P.AT E POSED 12 Project Architect D. KENT TREADS AND ER "'— ORS - - FF, _ Project Designer C. ADDINGTON PLYWOOD RISERS Q4 1 1/8"PLYWOOD T_O.P, Checked B F. YONEMORI a » 2x14 a TREADS AND 1/2" _ _ _ _ _ _. _ Y ' « PLYWOOD RISERS STRINGERS w II OCCUPANCY SEPARATION x AT 16'O.C. = PER CE.C.3024.PROVIDE w 5/8"TYPE"X"GYPSUM A v PROVIDE 1/2"GYP. � w vI BOARD � Sheet Title F BANOARD AT D CEIUN SAATS . ■ = PLAN 2875 USUABLE SPACE n FAMILY IT HE 2$PACE GARAGE UNDER STAIRS BUILDING SECTIONS, ST141NGERS STAIR PLANS AND °.F. F.F. AT 16'O.C. 7� - - - - - - -T'O-C - SECTIONS REFER TO STRUCTURAL FOR FOUNDATION 6 TREADS AT V-8" 7 TREADS AT V.9' - 10"EA,=6-d' LANDING 10'EA=5-10' LANDING SECTION B Sheet NO. , lr STAIR SECTION SCALE:3/8"=Y-a 28 STAIR SECTION SCALE:3/8"=Y-a' 2A BUILDING SECTIONS SCALE:v4"=1'-0" 1 A - . 3 5 CADFILE. GO Ym T00 11—DATE. No. Date Issue / Description 06/01/05 5096 SET PHASE II D 12/30/05 CLIENT REV./75% 01/31/06 PLAN CHECK CORRECT, © 02/21/06 BLD SUB SET/CLIENT RE 09/22/06 FIELD REVISIONS © 5-8-08 2007 C.B.C.UPDATE ® 07/25/08 PLAN CHECK CORRECT. © 07/25/08 SPEC.LEV./CLIENT REV, ® 10/14/08 CLIENT REVISIONS Ns —F 70M bd1Jf WN911UCiDN i0 N—INENWRLi A WMW4i0P TICF'MIGHLY�HNfIMfIX P0�£NIMN TE flMfi AWQ�S PI1D AfTpLK OF WNSR11G110N SHIXAD PF SIINeELY EC AWNS.W,M1EN NSnAICN0o5 P➢OHE6ni S1CM PES GEM ROKNS ON OA4590Ni 9W1 BE fC�rED FPOM THE APLHIECT PIKN i01HE OH fqi- SlMCIX.rvi RIIX'11NG NrtH 11E WJPoC 11E g1EM YAIL 3E lid£ AM OEHEC5 IN W'WN15NS1iUCmN F 11ESc NVOCFIXrES IIE Npi EIXIGnEQ Project FOX AND JACOBS AT ROSETTA CANYON II TRACT #25477 FOX AND JACOBS LAKE ELSINORE, CALIFORNIA 2005-0508 w I , KTGYGROUP,R1C. . ,;Pcrinil I,ui,u; ArchiraNWla Phamina Eavlr mtal 17992 MITCHELL SOUTH IRVINE,CA 92614 Y'FILLER 1/2 FILLER ,r ate q,.: 27 3630 3630 o�' to - 9)9)851-2133 —— ,/— sinus Di o:; (94 851.5156 FAX 7 7 __ —— Irvine,California SOLID SURFAC w/ a SOLID SURFACE HOOD W/ SOLID SURFACE aD �4 SPLASH AND 4 TOP SPLASH& zn O FAN TEOP�SPLASH& SPACE I License Stamp § ® J ®® o F® RANGE ®® ®® RANGE ®® M L11DW BS J B39 B36 th ®�� 4"TOE 1"FILLER / SPACE 2-" © © OD KITCHEN KITCHEN KITCHEN WITH OPT. MICROWAVE KITCHEN Principal in Charge D. KENT Project Director I D. STODDARD 7UUH� _ FIXTURE 24"LIGHT Project Architect D. KENT FIX QQ / ENSHI LD// �DENSHIELD� FIXTURE SHOWER HEAD 12 DEEP SHELF Project Designer I C. ADDINGTON 84'k421 24N315 VINYL-COATED WIRE MIRROR 60"X42' MIRROR g MIRROR SHELF Checked By . F. YONEMORI j MED.CAB, ai to CULTURED MARBLE D-4 CULTURED MARBLE COUNTERTOP W/ TOP w/SPLASH O TUB/SHOWER ao AND RETURN SPLASH &RETURN CONTROLS IF Sheet Title r SURROUND AS ii PLAN 2875 op WASHER INTERIOR ELEVATIONS N WASHER II DRYER I SPACE II SPACE I I © © O 32" MASTER BATH OD BATH2 MIN. POWDER LAUNDRY Sheet No. INTERIOR ELEVATIONS SALE 3/3'_ o, 1 A - 5 . 3A CADFILFI covrHioHr(c) PI nT nATF. KEYNOTES No. Date Issue / Description 06/01/05 50%SET PHASE II Ell ROOF MATERIAL-REFER TO ROOF PLAN IL ,1 METAL RAILING -L- 12/36/55 CLIENT REV./75% 2❑ 3-COAT STUCCO•REFER TO BUILDERS SPECIFICATIONS 01/31/06 PLAN CHECK CORRECT FOR COLOR AND FINISH 12 CONCRETE STOOP 5 6 ©3❑ 2x8 FASCIA/BARGE BOARD STUCCO SCREED-REFER TO DETAIL 62/21/06 BLD SUB SET/CLIENT RE D-3 D-3 09/22/06 FIELD REVISIONS ® G1 FLASHING-REFER TO DETAILS D41 AND D1 1 ® MASONRY VENEER- FER O BUILDERS SPECS b-8-08 2007 C.B.C.UPDATE AND TO DETAIL 10 50 STUCCO OVER FOAM TRIM-REFER TO ELEVS�FOR SIZE ® 07/25/08 PLAN CHECK CORRECT, FO TRIM M ST E ED 0/STU BROWN COAT. D-4 D-5 0 07/25/08 SPEC.LEV./CLIENT REV. 8 SCR N D AND L E A IC VEN - EF R 0 2"THICK SYNTHETIC ONE NEER-REFER TO ELEVA110NS AND ATTIC VENTILATION GALCS.FOR SIZE 15 BUILDERS SPECS ® 10/14/0$ CLIENT REVISIONS ® VEMS MUST BE PROTECTED WITH CORROSSION 11 9 RESISTANT,NON-COMBUSTIBLE WIRE MESH WITH V4" D-4 D-4 IMU O E N ❑ DECORATIVE FALSE VENT-REFER TO _ 7❑ RESERVED 16 ELEVATION FOR SIZE S❑ CLASS LA TO ELEVB.FORE R RATEDSE AND TO DECORATIVE DET S LSHUTTER N REFER CEMENTIOUS SIDING-REFER TO BUILDERS SPEC D83 D93 ® STUCCO CONTROL JOINT-REFER TO DETAII _ D-4 9❑ STUCCO RECESS-REFER TO ELEVATION FOR SIZE R ILLUMINATED ADDRESS Ns rlc acNrs a:o�rm Nnn roaa orw caamcrcn ro rum,IE No�cr wma a MN{pCe.ID e+pf+s cn aNsaiw N TMe aus nro sfcrcAmNe a wear 8"DIA DECOR FOAM PIPE VENTS-REFER TO 20 WOOD TRIM•REFER ELEVATIONS FOR SIZE coNmw�on noncw�v lNaxeooeaae wnN nc aauNc cmFS NO NrIND�a TYR DETAILe i�acmrcna+axun IFASONI&r er"wu¢wm>En Farnntars T1E FnDIF131g gtN 10 RCErhn wroml a+onssors swi �ca+en FA]N ne No11Ec1 Faun ro rNc IXFNr OP GEMS a.BWNIMCTg6 mJCEFpNp 1NIH wpit 11E gENr WLL BE 1 D-4 a �Nn ury Dvccrs N WNBM1UC1pN F nss rRDC311A[d r1e rot rauw,m 13 TYP. T TYP. 4 D-z D-2 NOTES TYP. STD. DETAILS Project I F- . - - - - -- - - - - - -- - - - - -- - - - - 1 ATTIC VENTILATION OPENINGS SHALL BE COVERED . .. x 5 -._.., ., 2x4 5 _ WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING: 8 FOX AND JACOBS D-2 TYP. - 5 TYR - . 14 OPENINGS OF 1/4"IN DIMENSION SECTION 12032.1 D-5 AT ROSETTA LI] 8 D-2 2,PROVIDE INSULATION BAFFLES AT EAVE VENTS, i El-- TYP, � TYR � RAKE TO WALL DIVERTER: 9 CANYON IID 1 p 1ft48" 6 1EN49' 4 TYR D-2 °_2 q TYR_ 5 TYP K VENT THROUGH ROOF: e TRACT #25477 �` --- - -------- --- D-1 °54 - - - - - - - - - - - - °54 - - - - F,F, ATTIC VENTILATION FOX AND JACOBS - - - - - - —T,O,P LAKE ELSINORE- - ---- - - PER GdC.SEC.12082-PROVIDE A NET FREE VENTILATING AREA OF NOT LESS THAN 1/300 OF THE AREA OF , 5 - 4 O 19 THE SPACE VENTILATED,PROVIDED AT LEAST 50 PERCENT OF THE REWIRED VENTILATION AREA IS PROVIDED CALIFORNIA BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED,(AT LEAST 3 FEET ABOVE EAVE OR CORNICE VENTS) F C D-3 E ~ AREA 2 A�l'TIC6WAEF30 ST �OTAGE=1754 S.F. 585 S.F ATTIC FOOOTAGE= 47 S.F. 031 S.F. 2 0 0 5_0 5 0 8 1754 SO FT.X V47 OVER �- 585 SQ.FT.X 144 SO,IN.(REWIRED) 843 S1 0.31 SQ.FT,X 144 SO.IN,(REQUIRED) 45 SI. 3GH424 GABLE 1 END VENTS x 168 S.6= 504 S.I. 1 O'HAGIN MODEL"M°#50044 x 8625 S,6= 86 S.I. - TI TOTAL PROVIDED: 86 SA - - 5 O'HAGIN MODEL"M"#50044 x 8625 Si= 431 S.I. D32 D�2 D53 p43 TOTAL PROVIDED: 935 S1' NOTE ALL VALUES SHALL BE CONFIRMED PRIOR TO } INSTALLATION BY SUBCONTRACTOR ANY DEVWTIONS OR DISCREPANGES SHALL BE FORWARDED TO THE ARCHITECT FRONT AR FOR RECALCULATION OF ATTIC VENTILATION, — AT SWARE FOOTAGE= 103 SF. 103 SO.FT.X V150 Q69 S,F, 0.69 SO.FT.X 144 SO.IN.(REQUIRED) 99 S,I. NOTE ALL ATTIC SPACES USING TO DESIGN�A] VENTILATION: REWIRED ATTIC VENTILATION AR SHALL PROVI(2)O'HAGIN MODEL'Tk'#50044 x 8625 Sl.= 173 SI, VAPOR RETARDER INSTALLED ON THE WARM SD THE ATTIC INSUATION PER C.B.C.12032, OTAL PROVIDED: 0 S1 THERMAL v ��IJGti� XX7J ~" p"pPPIOppR"R KTGYGROUP,INS. ViETVAR —.. CEWNGNe Archilecwre PI nniog enWronmestal 17992 MITCHELL SOUTH 1RVINE,CA 92614 (949)851.2133 2x4❑5-I - -- - (949)851.5156 FAX Irvine,California r------ ---- --------- --- - -` -- --------- License Stamp,p U1648"1TMqg, . ,5�, i ❑ .'. .a ucc i�W the Niou;Cr 0-1 9000 Lu a,.,. D 1 412 TYP, 18 5 4 i T-O"RAKE \� _ RF. TYR:U.O.N. ., - - — — — — — — — — — — — — — — — — - - - TO,P (� MANUFACTURED LOW"S" _ TYR 5 — — — — — — -- — — — — — — — — — — — — — — — - r\ CONCRETE ROOF TILE, 4YA "EAGLE"ICBO#ER-4660 2! ❑ OR AN APPROVED EQUAL (I�� cell�"� Principal in Charge - D. KENT Z BUILDING LINEProject Director . D. STODDARD ROOF LINEProject Architect . D. KENT EIAqVENT 1 Project Designer . C. ADDINGTON V i _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ T,O. Checked By . F. YONEMORI ..� Ii�wYWuklu"''ItlDIDI�I10 III tiiduuu�� �11r��;'' tilllllll oluDi, a WtlINKII' 3REFER TO CIVIL D-1TYR T-0"EAVE Sheet TitleLEFT O 412 ti TMPPLAN 2875 VENILATION CALCULATION 'A' EXTERIOR ELEVATIONS AND ------------------ -- _ - --- - ---� ROOF PLAN F-�--- -- - r-r----------------- - ----------❑---------1-' ROOF PITCH AREA 3 1 4:12 U.O.N. Sheet No. 'A' EXTERIOR ELEVATIONS SCALE:1/41=1'-0" 1 ROOF PLAN SCALE:1/8"=1'-(Y 2 _ Y/t,J 4 • CADFILE' ^ �.� KEYNOTES No. Date Issue / Description 06/01/05 50%SET PHASE II E] ROOF MATERIAL-REFER TO ROOF PLAN ® 11 METAL FAILING �_ 12/30/05 CLIENT REV,/75% 2❑ 3-COAT STUCCO-REFER TO BUILDERS SPECIFICATIONS © 01/31/06 PLAN CHECK CORRECT, FOR COLOR AND RNISH 12 CONCRETE STOOP 3❑ 5 6 2x8 FASCIA/BARGE BOARD 13 STUCCO SCREED-REFER TO DETAIL © �2/21/06 BLD SUB SET/CLIENT RE❑ D-a D-3 Q 09/22/06 FIELD REVISIONS 4❑ GI.FLASHING-REFER TO DETAILS(�q AND D51 14 MASONRY VEER_ FER BUILDERS SPECS © 5-8- 88 2007 C.B.C,UPDATE 5❑ STUCCO OVER FOAM TRIM-REFER TO ELEVS FOR SIZE AND TO DETAIL 10 1 ® 07/25/08 PLAN CHECK CORRECT FOAM RI M ST E IED O/STUCC OW COAT. D-4 D-s /� 07/25/08 SPEC,LEV1 CLIENT REV. 6 SCR EN AND E A IL VE - E 0 15 2"THICK SYNTH N ER-REFER TO ® 10/14/08 CLIENT REVISIONS ELEVATIONS AND ATTIC VENTILATION CALCS FOR SIZE BUILDERS SPEC 11 g VENTS MUST BE PROTECTED WITH CORROSSION ® RESISTANT,NON-COMBUSTIBLE WIRE MESH WITH VO IMU 0 E N ❑ DECORATIVE FALSE VENT-REFER TO 7O RESERVED ELEVATION FOR SIZE 6❑ CLASS"A"RRE RATED DECORATIVE SHUTTER-REFER ❑n CEMENTIOUS SIDING-REFER TO BUILDERS SPECS _ TO ELEVS,FOR SIZE AND TO DETAILS D63 N D93 19 ILLUMINATED STUCCO CNTROL jaw -REFER TO DETAJL D�4 9❑ STUCCO RECESS-REFER TO ELEVATION FOR SEE IT 6 ne Uln lvsnxaartr mrn M M ana NH9Ta!CIN"l M uornn nWHW aW aNw PE114T4DFATp1Sad.DyHSN1HE gINBW l BPEpr D NEaY"1aI 1D 6"DIA DECOR FOAM PIPE VENTS-REFER TO 20 WOOD TRIM-REFER ELEVATIONS FOR SIZE A mwmrora+rinrarolLr"rwnmr�ac wr"nc eunlra o�as a+o wencee a D E slwn rrnsew I eE nwa¢wmrtn wlncmrs"oorvsavc alas DETAIL r�os u�ols swu eE rEarvEn Flaw nc urxlccr caa ro nl[ 2x4 1 aEur w aEwrs slecarrla.Lras Flncfru'rao wnn r�wnwc rMc acwr wu eE 5 D_4 rFv,amlr rcA rm afrcls iw�ramlcnnw•�s rmmns u+�raI wuonm T.O.P. NOTES TYP. STD. DETAILS Project a'kaa° 18'k48" � 1 ATTIC VENTILATION OPENINGS SHALL BE COVERED 8 8 8 f WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING e FOX AND JACO BS 18'k48" b OPENINGS OF 1/4"IN DIMENSION SECTION 12032A D-5 q TYp, AT ROSETTA 2.PROVIDE INSULATION BAFFLES AT EAVE VENTS. 9 1 2x4 5 18 •RAKE TO WALL DIVERTER: CANYON I I D-1 D-2 FF •VENT THROUGH ROOF: e TRACT #25477 .. -- - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- M ____ FOX AND JACOBS RETURN TRI TO S r� u SIDEYARD W U ;;i ELI` SEE CIVIL D 5 LAKE ELSINORE, FOR LOCATI N 2 CALIFORNIA D_2 7„ 2x4 5 2005-0508 I II II I -_ .. - - - - - - - - - - - - - - I IIr-__ I'I- - - - - - - - - - - - - - - - - - - - - - - - F.F. - I 6.. ,,I �,lii"a ill IIWIuI I�III II II -- 4'k8"SCREENED AND LOUVERED COMBUSTION AIR 1P13 VENTS TOP AND BOTTOM RIGHT �16 I KTGYGROUP,1Nc Archirmt— Planning Eavimameatal 17992 MITCHELL SOUTH IRVINE,CA 92614 (949)851-2133 (949)851.5156 FAX 6 Wx24" „�, ... .,.. Irvine,California License Stamp. TYP. D132 -- I ih,,n,Pii ofl 2x4 5 — r of Vlcc "r P,ir III IV 1 Ii:..r L..I-1.l O N u/.."' Wa06611t, 1'6 Yillltl. II IL{l rt\ JI TYP. D-z 8 0 18 k66" 18N48° TYR TYP. .... 15 ....... .. ..... TYP. D-2 5 2x12 18 IO Principal in Charge D. KENT I IFD-4 TO.P, - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Project Director D. STODDARD � Project Architect D. KENT 5 2xa Cd Project Designer I C. ADDINGTON D-2TYPI Z 3 Checked By - F. YONEMORI 4 D82 .� Sheet Title — — _ FF PLAN 2875 moiillll nl� I umlll o ulullollll uuilllillllll Illlu l u, ul 'A' EXTERIOR ELEVATIOP ,3 ,2 Ds2 REAR Sheet No. 'A' EXTERIOR ELEVATIONS SHALL 1^° 1 1 A - 5 . 4A CAOFILE, GO YR WTU No. Date Issue / Description KEYNOTES 06/01/05 50%SET PHASE II aDOUBLE SINK WITH GARBAGE DISPOSAL WITH AIR GAP FOR 12/30/05 CLIENT REV,/75% DISHWASHER DISHWASHER WITH AIR GAP- © 01/31/06 PLAN CHECK CORRECT. 2 �_VERIFY DIMENSIONS WITH MANUFACTURERS SPECIFICATIONSSPECIFICATIONS02/21/06 BLD SUB SET/CLIENT RE 39"CLEAR REFRIGERATOR SPACE PROVIDE RECESSED COLD WATER ()9/22/06 FIELD REVISIONS BBB AND SHUT-OFF FOR ICE MAKER 7 WHIRLPOOL SUDE-IN RANGE WITH HOOD,LIGHT,FAN, © 5-8-08 2007 C.B.C,UPDATE AND OPT.MICROWAVE ABOVE(VENNT TO OUTSIDE AI E R), — — — --- � 07/25/08 PLAN CHECK CORRECT. RESERVED. � zj� 07/25/08 SPEC,LEVJ CLIENT REV. GYP.BD.SOFFIT-REFER TO PLAN FOR HEIGHTS) -I- 10/14/08 CLIENT REVISIONS li i AND ((`!11 8 O O PANTRY NTH(4)MDF SHELVES WIDTH NOTED ON FLANS), PEDESTAL LAVATORY —, f— — 9❑ RECESSED MEDICINE CABINET _ I I BATH 2 gA SURFACE MOUNTED MEDICINE CABINET _ L-1-------� II MWALL® L—J 11 47k102'TUB AND SHOWER UNIT BY LASCO OR EQUAL WITH TEMPERED GLASS SHOWER ENCLOSURE. CONTROL VALVES TO BE in s ME cads WONOIX r Fawn ro Nnrta3 mrananomrowm ME f6Pnrcl PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER ��rMM �L ME�p=te a CP.C.418.0. casmlcnx+slaw B aa�r aE�wwc warm,Nsmucros rmlaE�.aslw ano�xs w eEemmRu an , wrora R ONE PIECE FIBERGLASS TUB AND SHOWER WITH OLAS SURROUND a c s cr axoccrmFuc �6> I SURRR OUND TO 72 ABOVE FINISH FLOOR, PROVIDE CURTAIANN ROD, CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC —— MIXING VALVES PER C.P.C.418A. LINEN BEDROOM 2 BEDROOM 3 ® SURROUND ONE PIECE FIBERGLASS FINS TUB AND SHOWER WITH FIBCURTAIN ROD Project SURROUND TO 72'ABOVE FINISH FLOOR PROVIDE CURTAIN ROD, 11 CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER EG 418A, 4ZxW ONE PIECE BR FOX AND JACOBS II 7 SURROUND TO 72'ABOVE FNI T FINISH FL R FLOOR PROVIDE CURTAN ROD, CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC AT R OS ETTA II MIXING VALVES PER GP.C,4*0, �I 4 EFAU IN ATTIC PER D 4"PASSAGE 0"C,M,C. 306W0.ORKR SPACE,LIGND POWER,ADEQUATE NARSTRUCI CANYON 11 SUPPLY. PROVIDE CONDENSATE DRAIN LINE TO OUTSIDE VENT TO OUTSIDE AND COMBUSTION AR PER CIVIC CHAPTER 7. TRACT #2CA77 3GSGi0"ATTIC ACCCSS,MIN,(PROVIDED FAU.MAY PASS THROUGH)WITH MIN 30'CLEAR HEADROOM. 1 1\L-1l.1 •/r JY z9s1 16 OFDE(NCRHAOUTLET,AND 24°SOLD FLOORING OAU,(NOT THAN -———————————- -- ———— ——————— 2(r-0'INLENGTH> FOX AND JACOBS _J WASHER SPACE PROVIDE RECESSED WATER AND DRAIN CONNEC- L J L TIONS. PROVIDE"SMTTTY"PAN AND DRAIN AT SECOND FLOOR LOCATIONS,DRYER SRACE�PROVIDE LAKE ELSINORE 17 WITH A BACKDRA F DAMPER PER C.M.C.SECTIOR VENT TO N 5M WIPED f F LENGTH WITH A MAXIMUM OF TWO 90 DEGREE ELBOWS CALIFORNIA 18 WATER HEATER ON A 1W HIGH PLATFORM WITH SEISMIC STRAPS AND VENT TO OUTSIDE PROVIDE PRESSURE REUEF VALVE WITH 3-10 3-13" 3-10" 2-10" DRAIN TO OUTSIDE COMBUSTION AIR PER C.M.C.CHAPTER 7. SEE O O _O O DETAIL 3/D-4 4d-0" RESERVED. ® ® OCCUPANCY SEPARATION PERC.B.C.SEC 4M1A BETWEEN GARAGE M AND LIVING(R-3)R-3)WALLS•1/2"GYP.BOARD ON GARAGE SIDE OF — REFER TO BASIC WALLS ADJACENT TO LIVING AREAS. CENNGS BELOW HABITABLE FLOOR PLAN FOR AREAS AND SUPPORTING ELEMENTS SHALL RECEME ONE LAYER OF ALL INFORMATION Se TYPE X'GYP BOARD OR COMPLY WITH TRUS JOIST PFC 4354 NOT SHOWN HERE (OR APPROVED EQUAL. AC CONDENSER ON WEATHERPROOF PAD T ABOVE GRADE(VERIFY 21 SIZE AND LOCATION)PROVIDE 22OV.WEATHERPROOF DISCONNECT, PROVIDE 110V WEATHERPROOF OUTLET WITHIN 25'-D"OF UNIT.V2'GYP.BOARD AT ,q I B' SECOND FLOOR PLAN SCALE:1/4"=THO" 2 a SPACE UN ER STAIRS,GB O..=9453, LING AT ENCLOSED,USABLE Ili 2X8 FIAT BLOCKING AT i54"ABOVE FINISHED FLOOR FOR 241 WIDEo. TOWEL BAR • w © 24 "GL RE NE M ION AIR VENTS-ONE HIG, HI 12"OF CEILING AND ONE LOW WITHIN 12"OF FINISHED FLOOR RETURN VENEER TO VENTS MUST BE PROTECTED WIHH CORROSSION RESISTANT,NON- SIDEYARD WALL,SEE ��L��) Q 9 COM STI LE WR SH WITH V4"MAX 0 NINGS. CIVIL DRWGS FORI Eil::]� I—(�� —— 0 0 ;j 25 3 1/2"DIAMETER PIPE BOLLARD LOCATION _ ® VINYL-COATED WIRE,12"DEEP SHELF AT 67'ABOVE FINISHED KTGY G R O U Pf INC. / FLOOR 'v PORCH 27 GYP.BD.LOW WALV SHELF-REFER TO PLAN FOR HEIGHT. Ambimcmm Planning Environamaul 31 STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR HEIGHT(S) 17992RSV I N 8 ELL CA SOUTH /T/7T/T/7 STUCCO SHELF,SLOPE TO DRAIN. ❑ L,C,1 UL/1�1 ❑ \ 9)8 851.2133 STONE/BRICK VENEER-REFER TO EXTERIOR ELEVATONS (949) 51-5156 FAX 24 © 31 ARCHED STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR Irvine,California 30 HEIGHTS 32 141&'VENT ABOVE DOOR(100 SO.IN.MAKEUP AIR) - NOTES License Stamp 3 SPACE 1 ALL GLAZING(FENESTRATIONS)SHALL BE INSTALLED WITH A CERTFYING LABEL GARAGE ATTACHED,SHOWING THE'UIVALUE 2 W NOOWS ADDACJACENT TO TUBS,SHOWERS AND TUB/SHOWERS,AT STAIRWAYS,OR ,•,,j,�• ADJACENT TO AND WITHIN 24"OF ETHER EDGE OF THE DOOR SHALL BE FILLY TEMPERED,LAMINATED SAFETY GLASS OR APPROVED PLASTIC,PER GBG 2406,a r.., RETURN BRICK TO a SLEEPING ROOMS SHALL HAVE A WINDOW OR EXTERIOR DOOR FOR EMERGENCY ESCAPE SILL HEIGHT SHALL NOT EXCEED 44"ABOVE THE FLOOR WINDOWS MUST SIDEYARD WALL, HAVE AN OPENABLE WIDTH 20"AND THE MINIMUM OPENABLE HBGHT 24".THE , SEE CIVIL DRWGS EMERGENCY DOOR OR WINDOW SHALL BE OPENABLE FROM THE INSIDE TO PROVIDE FOR LOCATION A RAJ.CLEAR OPENING WM40U THE USE OF SEPARATE TOODS CBC SECTION ma A IN SHOWERS AND TUB-SHOW COMBINATIONS,CONTROL VALVES MUST BE PRESSER BALANCED OR THERMOSTATIC MIXING VALVE$CP.C.SECTION 418Q ———— ———— 5, APPLIANCE IN CONFINED SPACE:PROVIDE TWO OPENINGS INTO ENCLOSURE EACH HAVING 1 SG IN.PER 1000 BTUM INPUT FREELY COMMUNICATING WITH OTHER Principal in Charge D. KENT UNCONFINED INTERIOR SPACES MINIMUM 100 SO.N.EACH OPENING CMG SECT 701 � D 6. NEW WATER CLOSETS AND ASSOCIATED FLU6LiOMETER VALVES,F ANY,SHALL USE Project Director " D. STODDAR L/1 NO MORE THAN 18 GALLONS PER FLESH AND SHALL MEET PERFORMANCE STANDARS ESTABLISHED BY THE AMERICAN NATIONAL STANDARDS H.&S.CODE Project Architect D. KENT SECTION 1792131b) 7. PROVIDE'DW*Sh "AT ALL SHOWER HEAD LOCATIONS-REFER TO DETAIL&7D4 Project Designer C. ADDINGTON 3O ® 6. NAND HALL BE INSULTING UN T3 VATF A MwINMUM OF NE R Checked By F. YONEMORI 1'-4" 8'-4"ROUGH OPENING T•4° 16'-4"ROUGH OPENING Y-4° PANE,GLASS BLOORS IS,OR BE OF AP PAVED 9. EXTERIOR DOORS SHAll.BE OF APPROVED NONCOMBUSTIBLE CONSTRUCTION.OR SOLID CORE WOOD HAVING STILES AND PALS NOT LESS THAN 1 P THICK WITH 9.4° 1O-B 20 D INTERIOR FIELD PANEL THICKNESS NO LESS THAN lk THICK OR SHALL HAVE A FIFE-RES STANCE RATING OF NOT LESS THAN 20 MINUTES WHEN TESTED ACCORDING TO A9TM E-2074 Sheet Title 4a-a' PLAN 2875 'B' FIRST AND SECOND FLOOR PLAN REFER TO BASIC FLOOR PLAN FOR ALL INFORMATION NOT SHOWN HERE Sheet No. 'B' FLOOR PLANI SCALL:1/4" 1 A - 5 . 5 CADFILE, 00PTPgIITU PI AT DATP, KEYNOTES No. Date Issue / Description 06/01/05 50%SET PHASE II EI ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL RWUNG Qi 12/30/05 CLIENT REV/75% 2❑ 3-COAT STUCCO-REFER TO BUILDERS SPECIFICATIONS ©_ 01/31/06 PLAN CHECK CORRECT, FOR COLOR AND FINISH CONCRETE STOOP El2x8 FASCIA/BARGE BOARD STUCCO SCREED-REFER TO DETAIL 09/22/06 BLD SUB SET/CLIENT RE D53 D83 Qa /22/06 FIELD REVISIONS ® GL FLASHING-REFER TO DETAILS @AND @1 14 MASONRY VENEER- FER O BUILDERS SPECS © 5-8-08 2007 C.B.C.UPDATE 5❑ STUCCO OVER FOAM TRIM-REFER TO ELEVS.FOR SIZE AND TO DETAIL 10 1 ® 07/25/08 PLAN CHECK CORRECT. FOAM TRIM M E APPUED 0/S BROWN COAT. D-4 D-5 Q 07/25/08 SPEC.LEV./CLIENT REV SCR N D AND 0 E A VEN - F R 0 2'THICK SYNTHETIC ONE EER-REFER TO 6 ELEVATIONS AND ATTIC VENTILATION CALCS.FOR SIZE 15 BUILDERS SPECS 11 ® 10/14/08 CLIENT REVISIONS VENTS MUST BE PROTECTED WITH CORROSSIN ® RESISTANT,NON-COMBUSTIBLE WIRE MESH WTi}i V4" — 'MU 0 E NG DECORATIVE FALSE VENT-REFER TO — 7❑ RESERVED ELEVATION FOR SIZE CLASS'A"FIRE RATED DECORATIVE SHUTTER-REFER a CEMENTIOUS SIDING-REFER TO BUILDERS SPECS 6 TO ELEVS FOR SIZE AND TO DETPJLS�/o��4N� - D-3 D'�'3 18 STUCCO CONTROL JOINT-REFER TO DETAIL D-4 � ® 9❑ STUCCO RECESS-REFER TO ELEVATION FOR SIZE ILLUMINATED ADDRESS nsnx awns asnr®lm mwroanDAq armnlcroxroram nE w�anccr 6"DIA DECOR FOAM PIPE VENTS-REFER TO Awmaarxr m+cD,m mox a+or.�xxx nxa"ro asAr�mearwa W 20 WOOD TRIM-REFER ELEVATIONS FOR SIZE calrvcON S*ADFlr KWLYKvrale xml ne auwa moss lun�.eMM consmlcrox ao.w IE�NBLv eE nwuc xwrtEs insmcnxu AOpE�Fq aKx DETNL I+mern�s a+ar.�e+s suu a rscerrco rnw t�uwrzm man ro ne ITYP °14 �or�lE�wn"rsxn o�0ercas xoJrsmc�ras`�r���mirs�p1wEr wuam D13 TYP. .. _ T TYP. 4 2 6 TYP, NOTES TYP. STD. DETAILS Project D-2 °-1 t ATTIC VENTILATION OPENINGS SHALL BE • - - - _ _ TOP, WITH CORROSION RESISTANT METAL MESHH W/MESH WINDOW FLASHING FOX AND JACO BS 8 x N4 5 _-. — _ OPENINGS OF 1/4"IN DIMENSION, SECTION 12032,1 °5 AT ROS ETTA 5 P. v T T p, 5 1 _ 2.PROVIDE INSULATION BAFFLES AT EAVE VENTS. CAN i ON 11 D-2 D^2 o TTY ® EE D ® TYP 8'P '8 TYp S •RAKE TO WALL DNERTER p 1 ® ® 18'k48" ® 6 ® 5 �i •VENTTHROUGHROOF. TRACT #25477 TYP. 8 TYP. p-2 2x4 °_2 11 D-1 8'k 4 -______-- -TYP._ 5 TYP. ------- - ------- -- FOX AND JACOBS - — — — 1 5 -- — — — 5 2x8 5 - - -. - . - . - . - . — — — — — F.F. ATTIC VENTILATION -2 °-` :o LAKE ELSINORE _ _T.O,P - - - - - - PER C.B.C.SEC.12032-PROVIDE A NET FREE VENTILATING AREA OF NOT LESS THAN 1/300 OF THE AREA OF , 19 BY VENTILATORS THE SPACE VENTILATED,PROVIDED IN THE UPPER PORTION OFTHE PERCENT OF THE REQUIRED VENTILATION AREA SPACE TO BE VENTILATED,(AT LEASTI3 FEET CALIFORNIA 2x4 j ABOVE EAVE OR CORNICE VENTS) • 5 u 3 - 00 DODO °-3 � _ AREA1 AREA2 2005 0508 TTIC SQUARE FOOTAGE=1762 SF. ATTIC SQUARE FOOTAGE-47 S.F. 1762 SO FT.X 1/300 5,87 SF. 47 SQ.FT.X 1/150 0.31 S.F. / 1 1 -a>4 87 SQ,FT,X 144 SQ IN.(REQUIRED) 845 SI 0.31 SO.FT.X 144 SQ.IN.(REQUIRED) 45 S.I. _ LJ !q V NTI �� - - - _ v T.O. 3 L1424 GABLE END VENTS x 168 3I.= 504 SI OHAGIN MODEL"FLAT'050043 x 9875 S.I.= 98 SJ. T TOTAL PROVIDED: 98 SJ, ""' '"" 5 OHAGIN MODEL"FLAT"850043 x 9876 Si=494 S TOTAL PROVIDED: 994 2X4 W/ 3 2 4 NOTE: ALL VALUES SHALL BE CONFIRMED PRIOR TO STUCCO 20 p-2 D-2 15 13 D-3 INSTALLATION BY SUBCONTRACTOR, ANY DEVIATIONS OR OVER DISCREPANCIES SHALL BE FORWARDED TO THE ARCHITECT FRONT FOR RECALCULATION OF ATTIC VENTIATION. TTIC SQUARE FOOTAGE= 103 SF SQ.FT.X 1/150 0.69 SF �« ,69 SQ.FT.X 144 SQ.IN,(REQUIRED) 99 S.I. ENTILATION: OHAGIN MODEL"FLAT"M50043 x 9875 Si=99 S.I, NOTE ALL ATTIC SPACES USING#TO DESIGN THE REQUIRED ATTIC VENTILATION AR SHALL PROVIDE A OTAL PROVIDED: 99 Sl VAPOR RETARDER INSTALLED ON THE WARM SIDE OF THYE AATTTTIIC II(NSSUULLATITIOyN�PER OO.B.C.12032 KTGY G ROU P,INc. f/VVVVf,I'/VVVVcNf/VVV�NSITMJI�ATIO yppp Architwturc PIaaN Btivironmentsl..,_ 6 �......,� .,.,.....,�......�—RETARDER —..._ CEILING 17992 MITCHELL SOUTH IRVINE,CA 92614 51.2133 (949)9):51-SI56 FAX 2x4 5 Irvine,California T.O P 2c4 5 -- - - - - - - - - - - --`L---` -- :, License Stamp, I � ® ® 18'k4B" z, ® HH� 18'k48" � i ❑ Oj TYP. TYP, i DORMER VENT ❑ -I I ua. �. G U� 4 1 4:12 TYP. 99 I 18 u5 5 = D-4 _ _ _ - - _FF RIDGE 1 MANUFACTURED CONCRE - - - - -' - - - - - - - - - - - - - - - TYP. 5 - - - - - - - - - - - - - - - - - - - - - - 2 Syr\ i TILF OR NE" `,rv12, w 4V/ ® - D1 w PROVED EQUAL ;YP,UUOONE 3 ��1 ❑ (�I a.z "A"®dL 77 Principal in Charge D. KENT 5 P 5 2x4 #7 J p_1 BUILDING LINE ! Project Director D. STODDARD o NP'I ROOF LINE !\ Project Architect D. KENT F----------- C J Project Designer C. ADDINGTON = T.O.0 V Checked By , F. YONEMORI - - - - - - - - - - - - - -— - I - -[ . . I . .. _ . . r . . . . N " REFER TO CIVIL . ENT ❑ 4� 1 ❑ I II D-1 Y-0"SAVE O}{AOIN V Sheet Title LEFT REFER TO ATTIC b TYP. PLAN 2875 VENTILATION CALCULATION 'B' EXTERIOR aG' y ELEVATIONS AND ------------------ `i-�_ a -- - r ROOF PLAN ---- ------------ LJ__________ _________LJ AREA 3 ROOF PITCH Sheet No.f EXTERIOR ELEVATIONS SHALL 1/4"=T 1 ® ROOF PLAN I SALE 1/8"=,'0., 2 A - 5 . 6 CADFILE• canrnioxr�c� .nT nATF. KEYNOTES No. Date Issue / Description 8 06/01/05 50%SET PHASE II ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL RAILING 0 12/30/05 CLIENT REV,/75% 2❑ 3-COAT STUCCO-REFER TO BUILDERS SPECIFICATIONS ® 01/31/06 PLAN CHECK CORRECT. FOR COLOR AND FINISH 12 CONCRETE STOOP 09/2 El FASCIA/BARGE BOARD 13 STUCCO SCREED-REFER TO DETAIL 02/06 BED SUB SET/CLIENT RE DSS D63 0 /22/06 FIELD REVISIONS 4❑ G(FLASHING-REFER TO DETAILS p 1 AND D 1 14 MASONRY VENEER- EFER 0 BUILDERS SPECS 5-8-08 2007 C.B,C.UPDATE 5❑ STUCCO OVER FOAM TRIM-REFER TO ELEV3.FOR SIZE AND TO DETAIL 1p 1 © 07/25/08 PLAN CHECK CORRECT. FOAM RIM MUST BE APP D 0/5R1CC B N COAT, D-4 D-5 Qj Q7/25/08 SPEC.LEW CLIENT REV. S �_EAIION EN D AND LO R A VEN - EF R O ® 2"THICK SYNTHETIC -REFER TO Q 10/14/0$ CLIENT REVISIONS S AND ATTIC VENTILATION CALCS FOR SIZE BULDERS SPECSS MUST BE PROTECTED WITH CORROSSIONVREIE1 TANT,NON-COMBUSTIBLE WIRE MESH W(TH V4" D-a MU O E N ❑ DECORATIVE FALSE VENT TO 71 RESERVED ELEVATION FOR SIZE O CLASS 'A'FI ELEVS FORE RATED R SIZE AND TO ATIVE SHUTTER N REFER 17 CEMENTIOUS SIDING-REFER TO BUILDERS SPECS e DB3 D23 18 STUCCO CONTROL JOINT-REFER TO DETAL D24 19 9❑ STUCCO RECESS-REFER TO ELEVATION FOR SIZE ILLUMINATED ADDRESS rtsnc nFxls lc�or�Im vxw io ox owrvc mrmlL�-mry*o nom nc wclsccr wmaa ux aam.®seas a ussors w�rE Aaa ero svEcrrrmrs avMw ® 6"DIA DECOR FOAM PIPE VENTS-REFER TO 20 WOOD TRIM-REFER ELEVATIONS FOR SIZE wum�cra+nanxxrnlaWtmoaislE vnrH nF aawu�suo�Iracsa DETAIL e coramcnou uaun rsxvwaiv ss nwuE,warrzry iwmucmns ua�ssnra ac„ 1 s£ncarFn Dpps on gcsgns avu a ra:mrFn emu TME nnonEcr aeon ro ns 2X4 5 D-a CIEM OR CIhN15 d60JNIWCip5 nVOCEEDiN3 WITH ME VWMY(TE GEM WLL 9E FE3G✓�IE FOF IM'OFfECIS a f,01SIWCPON F nsa PIpCfDDR5 NE IAT adLGwfD T.O.P. ---� y NOTES TYP. STD. DETAILS Project 18'k48"® � t ATTIC VENTILATION OPENINGS SHALL BE COVERED AT AND JACO BS WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING: 4 ® 116 41r ® ® ® ® zo OPENINGS OF V4"IN DIMENSION. SECTION 12032,t D 5 AT ROS ETTA 2,PROVIDE INSULATION BAFFLES AT EAVE VENTS. •RAKE TO WALL DIVERTER: S CANYON I I p_4 - _ __- - _ _ _ _ _ _ _ _D-2 - - - -- F,F- VENT THROUGH ROOF: TRACT #25477 T.G.P. • D 1 e ® - - ----- - - - - -- --- - - - --- - - - - - - - - - FOX AND JACOBS RETURN TRK I TO i I SIDEYARD W LL, �� ` �� 2x4 5 A LAKE ELSINORE, SEE CMIL DR NGS FOR LOCATION 2 I y,, � CALIFORNIA 2x4 5 D-2 2X4 5 F.F. 2005-0508 -- - -- — — — — — — — Imo.=_-__ - — — - - — — - — — — — — — — — — — — I 141AB"SCREENED AND LOWERED COMBUSTION AIR 12 13 RIGHT VENTS TOP AND BOTTOM " Iti III ' KTGYGROUP,l.c. Arohiaaun Pimaiat Eaviroamaal 17992 MITCHELL SOUTH IRVINE,CA 92614 (949)851.2133 - (949)851-5156 FAX 6 14'k24' _ .. Irvine,California .. ,..L. License Stamp 13 TYP. D-z -- -- ----- -- - — — — — - - --- — — 2x4 5 14 TYP. p_p 8 8 $ z o a \. 18'k56° 18'k48" � ab ® TYP, ® ® TYP, s TYP, D-2 5 2x12 18 s F•F_ Principal in Charge D. KENT -4 D _ T,O,P. _ _ _ _ _ _ _ — — — _ _ _ — _ — — — _ _ _ — _ _ — _ Project Director D. STODDARD 20 2x4 5 TYP, Project Architect D. KENT 7 5 U4 = Project Designer a C. ADDINGTON D-2 z �= Checked By F. YONEMORI 4 go a D-2 Sheet Title --- _ _ _ — _ — — — F.F. PLAN 2875 IEK 61IIIIIm mlawalll' " i� llIIIIuIIom Ilolfimrlll alioiiilimll .0 m n�, 1 'B' EXTERIOR ELEVATIOP ;13 12 9 D-2 Sheet No. 'B' EXTERIOR ELEVATIONS SCALI 1/4" 1 A - 5 - 6A CADFILE. t,ovvHloHi�C) No. Date Issue / Description KEYNOTES 06/01/05 50%SET PHASE II ❑ DOUBLE SINK WITH GARBAGE DISPOSAL WITH AIR GAP FOR Q1 12/30/05 CLIENT REV./75% DISHWASHER, ❑2 DISHWASHER WITH AIR GAP- © 01/3V06 PLAN CHECK CORRECT. VERIFY DIMENSIONS WITH MANUFACTURERS SPECIFICATIONS © 62/21/06 BLD SUB SET/CLIENT RE 3❑ 39"CLEAR REFRIGERATOR SPACE PROVIDE RECESSED COLD WATER4 09/22/06 FIELD REVISIONS BIBB AND SHUT-OFF FOR ICE MAKER 7 WHIRLPOOL SLIDE-IN RANGE WITH HOOD,LIGHT,FAN Q 5-8-08 2007 C.B.C.UPDATE t❑ AND OPT.MICROWAVE ABOVE(VENT TO OUTSIDE AIR). © 07/25/08 PLAN CHECK CORRECT. 5❑ RESERVED. z 07/25/08 SPEC.LEW CLIENT REV. ❑6 GYP.BID.SOFF(T-REFER TO PLAN FOR HEIGHTS ® 10/14/08 CLIENT REVISIONS ❑ PANTRY WITH(4)MDF SHELVES(WIDTH NOTED ON PLANSI PEDESTAL LAVATORY ____ _ r—1 9❑ RECESSED MEDICINE CABINET A NDR C) C) 9A SURFACE MOUNTED MEDICINE CABINET —1 ®7 r-1 24 WALL I BATH 2 n 42kD2'TUB AND SHOWER UNIT BY LASCO OR EQUAL WITH L—1-------� ❑ TEMPERED GLASS SHOWER ENCLOSURE CONTROL VALVES TO BE rtsn soars auxsa npRroan aPrvc aAslRc a room sac trtcr PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER "xamcaAw R3cs"Eo mass aAasorsN r�nuE un scarAlursawoi •axnwsmx TNMG1WlY NNTNIDaIa£1MIH r1E 9.ALINa aaesrAo MErpCB a C.P.C.416.0. ca-srwcnm aaw�nsaa�r a nwwc xlrtln+rasrnrluas wpFag+o acH ❑ 32W ONE PIECE FIBERGLASS TUB AND SHOWER WITH RBERGLA c o�x OAs.,eco01'"Ia cr a oce "s vw i�wa r�raxNr vi0u � SURROUND TO 72"ABOVE FINISH FLOOR. PROVIDE CURTAIN ROD. a � �++�arTcrs r+mwmx n"r rasa morm�s uE rar wuc CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER C.P.C.418,0. .. �2 ® 36'h<W'ONE PIECE FIBERGLASS TUB AND SHOWER WITH FBERGLAS Project SURROUND TO 72'ABOVE FINISH FLOOR PROVIDE CURTAIN ROD. CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC LINEN MIXING VALVES PER C.P.C.41SII. FOX AND JACO BS 42'k60"ONE PIECE FIBERGLASS TUB AND SHOWER WITH FBER(SLAS BEDROOM 2 BEDROOM 3 3❑ SURROUND TO 72'ABOVE FINISH FLOOR PROVIDE CURTAIN ROD, I' CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC AT R OS ETTA MIXING VALVES PER C.P.C.418A.I� CANYON I I 14 FAU IN ATTIC PER C.M.C.3050.PROVIDE LIGHT,POWER,UNOBSTRUCT W.I.C. ED 24'PASSAGE,30"WIDE WORK SPACE,AND ADEQUATE AS SUPPLY. PROVIDE CONDENSATE DRAIN LINE TO OUTSIDE,VENT TO yy,, OUTSIDE AND COMBUSTION AIR PER C.M.C.CHAPTER 7. TRACT 7F 25477 15 309GH0"ATTIC ACCESS,MIN.(PROVIDED FAU.MAY PASS THROUGHO III WITH MIN,30"CLEAR HEADROOM. PROVIDE SWITCHED LIGHT,11OV. OUTLET,AND 24"SOLID FLOORING TO FAU,(NOT MORE THAN 2 FOX AND JACO BS 0'-0"IN LENGTH). _.._.._.. .._ _. O r.r—........._...,. O WASHER SPACE,PROVIDE RECESSED WATER AND DRAIN CONNEC- T L CATI PROVIDE'5MITTY"PAN AND DRAIN AT SECOND FLOOR NS F , 17 WITH A BACKDRAFTVI EDAMP R ER LAKE E L S I N O R E, C.M.C.SECTION 5M W-T MAX — I LENGTH WITH A MAXIMUM OF TWO 90 DEGREE ELBOWS CALIFORNIA L— L— ❑ WATER HEATER ON A 16"HIGH PLATFORM WITH SEISMIC STRAPS 18 AND VENT TO OUTSIDE PROVIDE PRESSURE RELIEF VALVE WITH DRAIN TO OUTSIDE COMBUSTION AIR PER C.M.C.CHAPTER 7. SEE DETAIL 2005-0508 REESERVED.SERVED, OCCUPANCY SEPARATION PER C.B.C.SEC 406,14 BETWEEN GARAGE 94" 14-6" 3'-10" 5'-8" 3-10" 2-10" © 20 (U)AND LMNG(R-3)WALLS-1/2"GYP.BOARD ON GARAGE SIDE OF -- - _ REFER TO BASIC WALLS ADJACENT TO LONG AREAS. CEILINGS BELOW HABITABLE �-0„ FLOOR PLAN FOR AREAS AND SUPPORTING ELEMENTS SHALL FECEME ONE LAYER OF ALL INFORMATION 5M'TYPE"X"GYP.BOARD OR COMPLY WTH TRUE JOIST PFC-4354, NOT SHOWN HERE (OR APPROVED EQUALI AC CONDENSER ON WEATHERPROOF PAD 3"ABOVE GRADE(VERIFY 21 SIZE AND LOCATION)PROVIDE 22OV.WEATHERPROOF DISCONNECT. (h sl /� PROVIDE 110V WEATHERPROOF OUTLET WITHIN 25'A"OF UNPT. 'C' SECOND FLOOR PLAN /] 22 1/2"GYP BOARD A WALLS AND CEILING AT ENCLOSED,USABLE s SCALE:1/4"=T-O" G SPACE UNDER STAIRS,GB.C,1009.5.3. 23 2X6 FLAT BLOCKING AT t54"ABOVE FINISHED FLOOR FOR 24"WIDF "n TOWEL BAR, A 24 14'x8"GI.S RE NffCHTT�H ON AIR VENTS-ONE HIG'OF CEILING ANDITHIN 12"OF FlNISHEDFLENTS MUST BE PRH CORROSSION RESISTACO LE WIR V4"MAX OPENINGSRETURN VENEER TO3 1/2"DIAMETER PIP SIDEYARD WALL,SEE —— Q 9 —— ; 26 1N�RCOATED WIRE,12'DEEP SHELF AT 67"ABOVE FINISHED KTGY G RO U P,INC. CIVIL DRWGS FOR O ArcLBaclnm Plains Envlro nmi LOCATION O O 27 GYP,BD.LOW WALL/SHELF-REFER TO PLAN FOR HEIGHT. 2 MITCHELL SOUTH 1799 j PORCH 2g STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR HEIGHT(S)' IRVINE,CA 92614 28 n24 STUCCO SHELF,SLOPE TO DRAIN. (949)851.2133 El 7—ri r/-2 rr STONEIBRICK VENEER-REFERTO EXTERIOR ELEVATIONS. (949)851-5156 FAX ARCHED STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR Irvine,California HEIGHTS 30 14W VENT ABOVE DOOR(VO SG 1N,MAKEUP A1* - ,..... . NOTES License Stamp, 1 ALL GLAZING(FENESTRATIONS)SHALL BE INSTALLED WITH A CERTIFYING LABEL 3� 2 ATTACHED,SHOWNG THE RI'VALUE WINDOWS ADJACENT TO TUBS,SHOWERS AND T STAIRWAYS,OR GARAGE ADJACENT TO AND WITHIN 24'OF ETHER EDGE OF THE DOOR SHALT.BE FULLY .. TEMPERED,LAMINATED SPPEII'GLASS OR APPROVED PLASM,PER GB.C.24063 a SLEEPING ROOMS SHALL RAVE A WINDOW OR EXTEROR DOOR FOR EMERGENCY ESCAPE,BILL HEIGHT SHALL NOT EXCEED 44'ABOVE THE FLOOR WINDOWS MUST HAVE AN OPENABLE WIDTH 20'AND THE MINIMUM OPENABLE HEIGHT 24'.THE EMERGENCY DOOR OR WINDOW SHALL BE OPENABLE FROM THE INSIDE TO PROVID A FULL CLEAR OPENING WI THOU THE USE OF SEPARATE TODD&CBC SECTION WE RETURN VENEER 4 IN SHOWERS AND TUB-SHOW COMBINATIONS CONTROL VALVES MUST BE PRESSURE TO SIDEYARD BALANCED OR THERMOSTATIC MIXING VALVES,CP.G SECTION 41E0. ...... . WALL,SEE CIVIL E APPLIANCE I SIN CONFINED SPACE:PROVIDE TWO OPENINGS Nf0 WTH OTHER EACH HAVING 1 sG IN.PER loco BTum INPUT FREELY COMMUNICATING wrrH oTHEr1 Principal in Charge - D. KENT _,_,__ DREDGE FOR LNCONRNED INTERIOR SPACES MINIMUM 100 SQ IN EACH OPENING CMG SECT 701 ---- ———— ———— LOCATION 6� NEW WATER CLOSETS AND ASSOCIATED FLUBIHOMI:TER VALVES,IF ANY,SHALL USE fOJ9Ct Director D. ST DDARD NO MORE THAN 1E GALLONS PER FLASH AND SHALL MEET PERFORMANCE STANDARS ESTABLISHED BY THE AMERICAN NATIONAL STANDARDS H.S S CODE Project Architect D. KENT SECTION TM13K 7. PROMOE'DerreSlretrl'AT ALL SHOWER HEAD LOCATIONS-REFER TO DLTAIL 6/134 Project Designer C. ADDINGTON /L/1 L1L1 LlUL lUL/1 L1L1 C1L1/1U1/ _-.. 6. VANDOW SHPIl BE INSULA GLASS 11NRS Vr1TFi A MNNMl1M OF ONE TEMPER Checked By � F. YONEMORI PANE,(PASS BLOCK OR 20-MNLITE RATED 9. EXTEROR DOORS SHALL BE OF APPROVED NONCOMBUSTIBLE CONSTRUCTION,OR 30 > SOLID CORE WOOD HAVING STILES AND RAILS NOT LESS THAN 1}THICK WITH INTERIOR fELD PANEL TFIGCNESS NO LESS THAN 1i'THICK OR SHALL HAVE A FlfE-RESISTANCE RAT14G OF NOT LESS THAN 20 MINUTES WHEN TESTED AccoROING To AsrM E-zma Sheet Title 20'-2" PLAN 2875 40-0" 'C' FIRST AND SECOND FLOOR PLAN REFER TO BASIC FLOOR FLAN FOR ALL INFORMATION NOT SHOWN HERE - - Sheet No. 'C' FIRST FLOOR PLANI SCALE:1/4"=T-0 1 A - 5 . 7 CADFILE• covYwoxT lJ KEYNOTES No. Date Issue / Description ZL 06/01/05 50%SET PHASE II ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL RAUNG 12/30/05 CLIENT REV./7596 2❑ 3-COAT STUCCO-REFER TO BUILDERS SPECIFICATIONS © 01/31/06 PLAN CHECK CORRECT. FOR COLOR AND FINISH 12 CONCRETE STOOP © 02/21/06 BLD SUB SET/CLIENT RE 3❑ 2x8 FASCIA/BARGE BOARD ® STUCCO SCREED-REFER TO DETAIL D53 D63 Q 09/22/06 FIELD REVISIONS ® GI.FLASHING-REFER TO DETAILS D4 AND D 1 ® MASONRY VENEER- EFER 0 BUILDER'S SPECS 0 5-8-08 2007 C.B.C.UPDATE STUCCO OVER FOAM TRIM-REFER TO ELF&FOR SIZE MID TO DETAIL 10 , ® 07/25/08 PLAN CHECK CORRECT, FOAM TRIM MUST E APPLIED O/STUCCO BROWN COAT D-4 D-s 07/25/08 SPEC,LEV./CLIENT REV 8 SCR END AND E E IC - E R 0 ® 2"THICK SY�N EER-REFER TO ® 10/14/08 CLIENT REVISIONS ELEVATIONS AND ATTIC VENTILATION CALCS.FOR SIZE BUILDERS „ g VENTS MUST BE PROTECTED WTH CORROSSION © RESISTANT,NON-COMBUSTIBLE WIRE MESH WITH 1/4' O E ❑ DECORATIVE FALSE VENT-REFER TO q� 7❑ RESERVED ELEVATION FOR SIZE © TO A 'A'FIRE FOR RATEDSIZE DECOR TO A DETAILS S UTTER N REFER n❑ CEMENTIOUS SIDING REFER TO BUILDER'S SPECS g D83 Dg3 ® STUCCO CONTROL JOINT-REFER TO DETAL D�4 9❑ STUCCO RECESS-REFER TO ELEVATION FOR SIZE ® ILLUMINATED ADDRESS RsnE racNlsa�Em Ruamwaaea caramlcrox TO Nonr ne enatrtcT ❑ G'DW DECOR FOAM PIPE VENTS-REFER TO NW11 M aESCSan rmcns Bn agaxswTl�Rws ao soEaAM A11—X 10 20 WOOD TRIM-REFER ELEVATIONS FOR SIZE �conm"cta+narnacxr"Nwnmaua>:vmS euuiB EmEs�w uElNxs of a 0.Tb'IRRCCIDN nIC1AD Iia9JN4av eE RwNE v N MIRCRML NKM�NG 9MH DETAIL rs+cam oA a.KsuNs sNui aB r¢�m RaN mE alanta Racy To mE 1 C1EM Ofl CLFNIS SIIBIY NIPILTOR$PRBCEE[NO N1m 111E V rx ilE GIEM'MLL BE ITYR D-4 D-a B CTS IN casmcrou v mEg mocmra:s N>E Noi rcucwm 4 18 D-2 TYP. ---- - -- NOTES TYP. STD. DETAILS ProjecT t Ty. _ - - - - _ _ - - - _ -T_O.P 1.ATTIC VENTILATION OPENINGS SHALL BE COVERED 6 FOX AND JACO BS - - WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING: 5 2x4 5 OPENINGS OF V4"IN DIMENSION, SECTION 120321. AT ROSETTA D-5 d ® ED 11 2.1 ® D52 eAw TYP. „® D'2 1--2o--i 2,PROVIDE INSULATION BAFFLES AT I VENTS ,RAKE TO WALL DNERTER: p 1 CANYON I I =z o TYP. TYP, TYP. 3° ® 6 ® D-2 6 ❑ ® 5 D_2 -VENT THROUGH ROOF: _ e TRACT #25477 g 16'x48" F - 6'x48 4 TYP.--------..._..- -----TYR 5 TYP. to D-1 --- -- -- ---- ----- - ----- - FOX AND JACOBS - - - - D'2 DSa - ---- - - --- - Tim -- -- - - _ .. _ - - _ -- _ _ _ F.F. ATTIC VENTILATION -- - 5 - - - - - - - - - - _rop LAKE ELSINORE, -- - -- ------- _ a PER C.B.O SEC.12032-PROVIDE A NET FREE VENTILATING AREA OF NOT LESS THAN 1/300 OF THE AREA OF 1g 4"El 11 THE SPACE VENTILATED,PROVDED AT LEAST 50 PERCENT OF THE REQUIRED VENTLATEN AREA IS PROVIDED CALIFORNIA .._ _ _ .... BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED,(AT LEAST 3 FEET xg ® ®� 3 ABOVE EAVE OR CORNICE VENTS) ® 200.5 ^/ STUCCO 20 ®� ❑❑ ❑❑ D 3 a, SQUARE FOOTAGE=1762 S.F. ATTIC AREA SQUARE FOOTAGE= 47 S.F. L O O�—O 508 OVER ❑❑❑❑ ❑❑❑❑❑❑❑ 1762 SQ,Fr, X 44 S 587 S.F. 47 SQ,FT.X 1/150 0.31 SF. .67 SQ FT.X 144 SQ.IN.(REQUIRED) 845 Si 0.31 SQ.FT.X 144 SQ.IN(REQUIRED) 45 S.I. „ .. - ❑ IGH VENTILATION: N N: _ ,0. 3) L1424 GABLE END VENTS x 168 SJ.= 504 SL O'HAGIN MODEL"FLAT"#50043 x 98.75 Si= 98 SA - -� _ Illiilill(�ili ."IIIIIII 18 O TILATI TOTAL PROVIDED: 98 SA (5)OHAGIN MODEL"FLAT"*50043 x 9875 SJ,=494 S, 4 TOTAL PROVIDED: 994 S NOTE ALL VALUES SHALL BE CONFIRMED PRIOR TO 13 \D-2J/ D-2 u D 3 INSTALLATION BY SUBCONTRACTOR ANY DEIMTION$OR DISCREPANCIES SHALL BE FORWARDED TO THE ARCHRECT FRONT AREA 3 FOR RECALCULATION OF ATTIC VENTILATION ATTIC SQUARE FOOTAGE= 103 S.F. 103 80.FT.X V150 0.69 S.F. 0.69 SQ.Fr.X 144 SQ.IN.(REQUIRED) 99 S.I. © Q ENTILATION: U O'HAGIN MODEL"FLAT"k50043 x 98.75 SJ.=99 SJ. REQUIRED A ATTIC VENTILATION ARI*SHOALDL PROVIDE A OTAL PROVIDED: 9991, VAPOR RETARDER INSTALLED ON THE WARM SIDE OF THE ATTIC INSULATION PER C.BC.1=, �i �1�7�,./,�v�/�.�./r�,/�1171-/�/w/��/ THERMAL KTGYGROUP,RIC. '"""'"'""""'""" ""�REfARRM Arohltwum Planning Environmanal 6 CEUNc 17992 MITCHELL SOUTH IRVINE,CA 92614 51 (949)9)851-515656 FAX Irvine,California Ir---r -- ----11 .�. 5 _ License Stamp. p18'x48" 18"x48" {, ��i G 7 ® ® TYP. ® TYP or,ay t v to ao 5 ons ui su,n o 8 g .7 x Q D-1 .;srenbu fd. rc ® ® o ® zo 4:12 TYP 4 V 18 5 ` D-4 \��� _F.F. _ 1 MANUFACTURED CONCRETE -'- - - - - /TYR FLAT ROOF TILE, "EAGLE" . .- - - -- -- - - - - - - - - - - - - 2x4 5 - - - - - - - - - - --- - - --- - - - - - - - - - - i IAPPROVEDEQUAL 2 4� AN TYR1'6"RAKEz TYP:U.O.N. BUILDING LINE Principal in Charge D. KENT - _____------ Project Director 1 D. STODDARD cD r..5 w - � [ROOF UNE o � o TYP. v 1 5 �, Project Architect . D. KENT s-• ' Project Designer. C. ADDINGTON T,O. ---- - 1 Checked lay • F. YONEMORI ------ - - - -— —- - - - - REA 2 6i II 61 III III III 9,Ai'��9i iad" -a=r..v REFER TO CIVIL 1'-6"SAVE TYP.„ 'HAGIN VENT OEl LEFT REFER TO A TIC Sheet Title . VENTILATION CALCULATION PLAN 2875 ------- -----� q q12 'C' EXTERIOR t_ t -1---- ELEVATIONS AND ROOF PLAN AREA 3 ROOF PITCH '- - 4:12 U.O.N. Sheet No. . V EXTERIOR ELEVATIONS SCALE:V4"=T-0" 1 ° ROOF PLAN I SCALE:1/3"=1'-W 2 A - 5 . 8 GAD FILE KEYNOTES No. Date Issue / Description AB 06/01/05 50%SET PHASE II �1 ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL RAILING 12/30/05 CLIENT REV./7596 3-COAT STUCCO-REFER TO BUILDER'S SPECIFICATIONS 31/06 PLAN CHECK CORRECT, 2 FOR COLOR AND FINISH 12 CONCRETE STOOP 01/ 3 W FASCVJBARGE BOARD 13 STUCCO SCREED-REFER TO DETAIL 5 8 © OZ/21/06 BUD SUB SET/CLIENT RE D-3 D-3 �_ 09/22/06 FIELD REVISIONS 4❑ G1 FLASHING-REFER TO DETAILS�AND� _ D-1 D—t ® MASONRY VENEER- FER O BUILDER5 SPECS © 5-8-08 2007 C.B.C.UPDATE 5❑ ST11000 OVER FOAM TRIM-REFER TO ELEVS.FOR SIZE AND TO DETAIL t0 1 ® 07/25/08 PLAN CHECK CORRECT, FOAM RI M E APP IED 0/S BROWN COAT. D—a o—s © 07l25/08 SPED LEV./CLIENT REV. 6 SCR EN D AND LO ERA IL VE - LO R 0 ® 2"THICK SSPECSII/ NEER-REFER TO ® 10/14/08 CLIENT REVISIONS ELEVATIONS AND ATTIC VENTILATION CALCS.FOR SIZE BUILDERS SPECS 11 9 VENTS® MUST BE PROTECTED WITH CORROSSION RESISTANT,NON-COMBUSTIBLE WIRE MESH WITH 1/4" IM O NG ❑ DECORATIVE FALSE VENT-REFER TO 7❑ RESERVED ELEVATION FOR SIZE CLASS"A"FIRE RATED DECORATIVE SHUTTER-REFER O CEMENTIOUS SIDING-REFER TO BUILDERS SPECS. 8 TO ELEV3.FOR SIZE AND TO DETAILS —_ D93 N ® STUCCO CONTROL JOINT-REFER TO DETAIL D24 ®9❑ ILLUMINATED ADDRESS STUCCO RECESS-REFER TO ELEVATION FOR SIZE rrenr CeNrs rtsCNsam RlON TO CN otgn aramicroNro tum nr:�r W xanrn a ANY asrca,Eo sgos w onasoNs iN rre nus uo SE�oapn os vnrw 10 6"DIA DECOR FOAM PIPE VENTS-REFER TO 20 WOOD TRIM-REFER ELEVATIONS FOR SIZE AwNrwCroN rrrCaprrxrrcrvorxmrfnnE cam rxs aarnc moss nD r.Enacs as WNSIRGIICN SHOLLO rFA90NA&V BE AWARE NWr1EN rb'InL'IrAri 1➢dESSNG 9Lp1 DETAIL aEussrfo scars Ca aMssoNs scut anso mcu rNE Aaanscr mw ro mE 2x4 5 D 14 —C lrN siscaarancrors wrocEsixac vmm mE WbPo(r�C W Wu eE NEsroNSF�rcAAur c�sEas n mtamcnx+ rr naccnras u+t car scuoxm. T.O.P. c� _.._... Project FOX AND JACOBS AT 6 8 8 ROSETTA II l 1 2x4 5 D-2 -- - - - - - - --- ----- - - - - - - - F,F_ TRACT #25477 — — — — — — — — — — — — — — — — — — — — — — — — — — —_ T.O.P. FOX AND JACOBS RETURN TRINI TO n SIDEYARD W LL, LAKE ELSINORE, SEE CIVIL DR GS FOR LOCATI(N-1 2 ,, o CALIFORNIA D-2 yl II i II I -- ---- - - - - - - - �'==- ' - - - - - - - - - - - - - - - - - - - - - - - FF 2005-0508 w�� �ai��a��u,�,-�1iIlIIIIII IIIIIiliii a WWI SCREENED AND A - _ LOUVERED COMBUSTION AIR 12 13 VENTS TOP AND BOTTOM w Flak' 1 ; 1w P 4' A Q KTGYGROUP,INC. ArchlWture Planning Enviro ftl 17992 MITCHELL SOUTH IRVINE,CA 92614 (949)851-2133 (949)851.5156 FAX 6 14W4" Irvine,California License Stamp. 13 TYP. D-2 4 ------- TO.P TYP, Dt 42 ® ® I, aiwxi.tn 0 18'k56" 18'k48" ® TYP. TYP, 3 1s — TYP. D-2 5 N12 16 5 F.F_ _ - - _ _ _ - D-4 Principal in Charge D. KENT _ - - - - - - - - - - - - - - 2x4 5 Project Director t D. STO4DDARD TYR Project Architect D. KENT 5 2x4 Project Designer r C. ADDINGTON D-2E] TYP Y } = Checked By t F. YONEMORI tD Sheet Title FF. 1 LII ; 'C' EXTERIOR ELEVATIOP 13 12 9 D-2 REAR Sheet No. 'C' EXTERIOR ELEVATIONS SCALL:1/4„=1 1 A - 5 . 8A CADFILE- coavaiaNr J eI nr No. Date Issue / Description KEYNOTES 06/01/05 5096 SET PHASE II ❑ DOUBLE SINK WITH GARBAGE DISPOSAL WITH AIR GAP FOR 0 12/30/05 CLIENT REV,/75% DISHWASHER, DISHWASHER WITH AIR GAP- © 01/31/06 PLAN CHECK CORRECT. 2 VERIFY DIMENSIONS WITH MANUFACTURERS SPECIFICATIONS © 02/21/06 BLD SUB SET/CLIENT RE ❑ 39"CLEAR REFRIGERATOR SPACE PROVIDE RECESSED COLD WATER4 09/22/06 FIELD REVISIONS BIBB AND SHUT-OFF FOR ICE MAKER, 0 7 4❑ WHIRLPOOL SLIDE-IN RANGE WITH HOOD,LIGHT,FAN, © 5-8-08 2007 C.B,C.UPDATE AND OPT.MICROWAVE ABOVE(VENT TO OUTSIDE AIW. © 07/25/08 PLAN CHECK CORRECT. RESERVED. Q 07/25/08 SPEC.LEY./CLIENT REV. © GYP.BD.SOFFIT-REFER TO PLAN FOR HEIGHT(SI Q 10/14/08 CLIENT REVISIONS --- _ — — ❑ PANTRY WITH(4)MDF SHELVES WIDTH NOTED ON PLANS) — ❑ PEDESTAL LAVATORY NDR RECESSED MEDICINE CABINET I � 00 9A SURFACE MOUNTED MEDICINE CABINET lid2.6 WALL® BATH 2 I I I 11 42'kW2'TUB AND SHOWER UNIT BY LASCO OR EQUAL WITH L—-L————————I— TEMPERED GLASS SHOWER ENCLOSURE. CONTROL VALVES TO BE Is m , �%K �1 A as PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER A GOMPIGTn11TKHDUfHLy IMM=2%s%LArn aOFSMDUEII V CP.C.418A. mrismucmn aeon aLnsOwaLr eE Awws wmlEu w'tRlcnors rowAsai axM aaca4�arras w Dasaows awu eE rcrn.Fn TROa»E arasccT Rca To MT "— 12 32'k60"ONE PIECE FIBERGLASS TUB AND SHOWER WITH RBERGLA& SURae� E��,�is Nr��roffnNf�� s����eE CONTROL TO TO E FINISH FLOOR PROVIDE CURTAJN ROD. VALVES E PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER CP.G 418A. .. _ . SURROUND TO 72"ABOVRE FN FLOOR ISH PROVIDE CURTAINS TUB AND SHOWER VV17H EROD. Project ' CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC LINEN MIXING VALVES PER C.P.C.418.G FOX AND JACOBS BEDROOM 2 BEDROOM 3 7 13 SURROUND ONE PIECE FlBOVE FINISH TUB AND SHOWER WITH CURTAIN ROD. SURROUND TO 72"ABOVE FINISH FLOOR PROVIDE CURTAIN ROD. CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC AT ROS ETTA MII VALVES PER CRC.A 14 FAU IN ATTIC PER QUO,305A PROVIDE LIGHT,POWER,UDBSTRUCT W.I.C. ED 24"PASSAGE,30'WIDE WORK SPACE,AND ADEQUATE AIR CANYON I I SUPPLY. PROVIDE CONDENSATE DRAIN UNE TO OUTSIDE,VENT TO OUTSIDE AND COMBUSTION AIR PER C.M.C.CHAPTER 7, TRACT #2547/ �/ 3093D"ATTIC ACCESS,MIN.(PROVIDED FAU.MAY PASS THROUGF) _ 5 O 0" T,AND220SOL FLOG ING OFAIL,(OTMOR THAN FOX AND JACOBS WASHER SPACE,PROVIDE RECESSED WATER AND DRAIN CONNEC- TIONS PROVIDE SMITT 'PAN AND DRA N AT SECOND FLOOR LAKE E L S I N O R E I------------, r-- ———— ——————— ———— — LOCATIONS. PROVIDE R VENT TO AR DRYER❑ PER . INO�J WIT A BACKDRAFT DAM PER CMC SECTION M MAX L J L LENGTH WTH A MAXIMUM OF TWO 90 DEGREE ELBOWS. CALIFORNIA ® WATER HEATER ON A V HIGH PLATFORM WITH SEISMIC STRAPS AND VENT TO OUTSIDE PROVIDE PRESSURE RELIEF VALVE WITH DRAIN TO OUTSIDE COMBUSTION AIR PER CM.C,CHAPTER 7. SEE DETAIL WD RESESERVED.RVED. 2005-0508 9'-4" 14'-6' &4y' 9-8' 3'-10" 2'-10" ® 20 OCCUPANCY SEPARATION PER C9.C,SEC 406.1.4 BETWEEN GARAGE (U)AND LIVING(84 WALLS-V2"GYP BOARD ON GARAGE SIDE OF REFER TO BASIC WALLS ADJACENT TO LIVING AREAS CEILINGS BELOW HABITABLE 40-9' FLOOR PLAN FOR AREAS AND SUPPORTING ELEMENTS SHALL RECEIVE ONE LAYER OF ALL INFORMATION 5/8"TYPE`9 GYP BOARD OR COMPLY WITH TRUS JOIST PFC-4354 NOT SHOWN HERE (OR APPROVED EOLALI 21 AC CONDENSER ON WEATHERPROOF PAD T ABOVE GRADE(VERIFY SIZE AND LOCATION)PROVIDE 22OV.WEATHERPROOF DISCONNECT. illy PROVIDE 11DV WEATHERPROOF OUTLET WITHIN 26-V OF UNIT. 'D' SECOND FLOOR PLAN SCALE:1/4"=Y-O' 2 22 SPACE UNDER STAIRS,C.B V2'GYP.BOARD AT LC.100 CSEaLINC AT ENCLOSED,USABLE s' 23 2X6 FLAT BLOCKING AT-54"ABOVE FINISHED FLOOR FOR 24'WIDE TOWEL BAR. ® 24 4'k8"GL ENE M US N A1R VENTS 12'OF CEIDNG AND ONE LOW,WITHIN 12"OF FlNISHED FLOOR. VENTS MUST BE PROTECTED WITH CARROSSION RESISTANT,NON- �1�� CO LE WIR SH WITH 1A MAX OP WINGS. 3 1/2"DIAMEZER PIPE BOLLARD L1�� 26 FLOOR WIRE,12"DEEP SHELF AT 6P ABOVE FINISHED KTGY G RO U P,INc. AwhiI PUmint Bnvlmn tal PORCH 27 GYP.B0.LOW WALL/SHELF-REFER TO RAN FOR HEIGHT I7yy2 MITCHELL SOUTH _ 2g STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR HEIGHT(S). 31 __ _— ❑ IRVINE,CA 92614 T/T�nr/T � I STUCCO SHELF,SLOPE TO DRAIN. m /////////// ❑ I.. ///////// I 9)8 -51.2133 1/1 L/L/1 Z' tt —J ® 5TONE/BRICK VENEER-REFER TO EXTERIOR ELEVATIONS (949)851-5156 FAX Qj 31 ARCHED STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR - Irvine,California 30 24 HEIGHTS 14W VENT ABOVE DOOR(100 SG IN RMIAh NOTES License Stamp' .3 SPACE I ALL GLAZING(FENESTRATIONS)SHALL BE INSTALLED WITH A CERTIFYING LABEL , GARAGE ATTACHED,SHOWING THE V VALUE 2 WINDOWS ADJACENT TO TUBS,SHOWERS AND TLB/SHOWERS,AT STAITI OR v ADJACENT TO AND WITHIN 24"OF ETHER EDGE OF THE DOOR SHALL BE FULLY , TEMPERED,LAMINATED SAFETY GLASS OR APPROVED PLASTC,PER C.B.C.24063 „ S SLEEPING ROOMS SHALL RAVE A WINDOW OR EXTERIOR DOOR FOR EMERGENCY ESCAPE.SILL HEIGHT SHALL NOT EXCEED 44"ABOVE THE FLOOR, WINDOWS MUST ` RETURN BRICK TO RAVE AN OPENABLE WIDTH 2(Y AND THE MINIMUM OPENABIE HE GHT 24".THE \\ r / SIDEYARD WALL, EMERGENCY DOOR OR WINDOW SHALL BE OPENABLE FROM THE INSIDE TO PROVIDE SEE CIVIL DRWGS A FULL,CLEAR,OPENING WTIHOU THE USE OF SEPARATE TOODS CBC SECTION FOR LOCATION Me 4. IN SHOWERS AND TUB-SHIOW COMBINATIONS,CONTROL VALVES MUST BE PRESSURE BALANCED OR THERMOSTATIC MION3 VALVES,CPC.SECTION 41M — —— r — S APPLIANCE IN CONFINED SPACE:PROVIDE TWO OPENINGS INTO ENCLOSURE EACH HAWING 1 S0.IN PER VX BTUM INPUT FREELY COMMUNICATNG WITH OTHER Principal in Charge ' D. KENT UNCONFINED INTERIOR SPACES MINIMUM 100 SO IN,EACH OPENING C.MC SECT 701 6. NEW WATER CLOSETS AND ASSOCIATED FLUSHOMETER VALVES,IF ANY,SHALL USE Project Director ' D. STODDARD ///// y NO MORE THAN 16 GALLONS PER FLUSH AND SHALL MEET PERFOR,1ANCE /1L/� STANDAAS ESTPBLI6HED BY TFf AMEPoCAN NATIONAL STANDNiDS H 6 S CODE Project Architect ' D. KENT /////////////////////////////////// N SECTION T79213(61 1 G-lL1.C-!LL/lUL/1 L/L 7. PROVIDE'DersShW AT ALL SHOWER HEAD LOCATIONS-REFER TO DETAIL 6/D4 Project Designer ' C. ADDINGTON MIUM OF NE M PANE,GLASS BLOCK,OR zo-MwurE wam Checked By ' F. YONEMORI Y-4' 8'-4"ROUGH OPENING 1'-4' 16'-4"ROUGH OPENING Y-4' 9 EXTERIOR DOORS SHALL BE OF APPROVED NONCOMBUSTIBLE CONSTRUCTION OR SOLID CORE WOOD HAVING STLES AND RAILS NOT LESS THAN 1 t THICK WITH 11 INTERIOR FIELD PANEL THICKNESS NO LESS THAN 1j'THICK OR SHALL HAVE A 10'8' ZY-T FIRE-RESISTANCE RATING OF NOT LESS THAN 3)MNUTES WHEN TESTED A(XXOPOING 70 ASTM E-2074 Sheet Title ' 49-0" PLAN 2875 'D' FIRST AND SECOND FLOOR PLAN REFER TO BASIC FLOOR PLAN FOR ALL INFORMATION NOT SHOWN HERE . .._. . . - Sheet No. ' 'D' FIRST FLOOR PLANI SCALE 114"=1-9' 1 A - 5 . 9 CADFILE• coFvniaHi(� KEYNOTES No. Data Issue / Description 06/01/05 50%SET PHASE II �1 ROOF MATERIAL-REFER TO ROOF PLAN a METAL FWUNG Q 12/30/05 CLIENT REV./75% 2❑ 3-COAT STUCCO-REFER TO BUILDERS SPECIFICATIONS 01/31/06 PLAN CHECK CORRECT, FOR COLOR AND FINISH CONCRETE STOOP 3❑ 2x8 FASCA/BARGE BOARD ® STUCCO SCREED-REFER TO DETAIL D53 D63 09/2 ® 02/22/06 BLD SUB SET/CLIENT RE ® 2/06 FIELD REVISIONS ® GI.FLASHING-REFER TO DETAILS D41 AND D5 t MASONRY VENEER- FFR O BUILDERS SECS. © 5-8-08 2007 OB,C,UPDATE 5❑ STUCCO OVER FOAM TRIM-REFER TO ELEVS FOR SIZE AND TO DETAIL 10 1 O7/25/O$ PLAN CHECK CORRECT. FOAM TRIM MUST BE APPLIED 0/ BROWN COAT. D-4 D-5 Q 07/25/08 SPEC,LEV/CLIENT REV, 6 SC N D AND O E A C VEN - F R O ® 2"THICK SYNTHETICN�J ER-REFER TO 10/14/08 CLIENT REVISIONS IREkMTANT, ONS AND ATTIC VENTILATION C�,FORZE BUILDERS SPECS 11 g MUST BE PROTECTED WITH CO NONCOMBUSTIBLE WIRE M " 0 N DECORATIVE FALSE VENT-REFER TO 16 El RESERVED ELEVATION FOR SIZE 'A'FIRE RATED S.FOR SIZE AND TO DECORATIVE SHUTTER N REFER CEMEMIQUS SIDING-REFER TO BUILDER'S SPECS. g DB3 P,-,,3STUCCO CONTROL JOINT-REFER TO DETAIL p249❑ STUCCO RECESS-REFER TO ELEVATON FOR ® ILLUMINATED ADDRESS nsmsa„+rs asror�urreanrocn dasc nxsmcnonroxonY ne aamcr a urr emam eels a awo�s a ANaIlD ax�Arac v raxcn TYP ® 6"D�A DECOR.FOAM PIPE VENTS-REFER TO ® WOOD TRIM-REFER ELEVATIONS FOR SIZE "'camas*a+naAaunrxrnae; —H GIs aw=u+DwEn V Cge5la,CnJN SIp FEASNW YWAWI/ENanBlRiKunnxnoorassaanl DETAIL e r�maw eras an assoas awi e[ mo"�ne orserzcr m�ro nc TYP, p-a .FFM�N W � s D-2 8 3 TYP. Daz D 1 �• 16 TOP NOTES TYP. STD. DETAILS Project - 2x4 5 I 1 WITH CORROSION RESISTANT SHALL L MESHCOO MEED FOX AND JACOBS MESHED WINDOW FLASHING; 8 5 TYP. lq � ; g p52 ATyPP OPENINGS OF 1/4"IN DIMENSION SECTION 12032t °5 AT ROSETTA 2x4 5 8'k5,�TYP o D_q g TYP. P. 8 �� 2.PROVIDE INSULATION BAFFLES AT FAVE VENTSRAKE TO WALL DNERTER CANYONII 18'k48" 6 `-IJ-' ao TYP D 2 2x4 rTRACT #25477 - __-_- - •VENT THROUGH ROOK - - 1 TYP a s 2x6 - - 5 as - - _ -- _ FF, FOX AND JACOBS - - - - - - - -- - - -T_ ATTIC VENTILATION - - ® � PER C,B,C.SEC:12032-PROVIDE A NET FREE VENTILATING AREA OF NOT LESS THAN 1/300 OF THE AREA OF LAKE ELSINORE, ® ® !E THE SPACE VENTILATED,PROVIDED AT LEAST 50 PERCENT OF THE REQUIRED VENTILATION AREA IS PROVIDED CALIFORNIA 3 cD BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED,(AT LEAST 3 FEET D-3 r = ABOVE EAVE OR CORNICE VENTS) zo AS 3 AREA AREA 2005-0508 - ATTIC SQUARE FOOTAGE=T/62 S.F. ATTIC SQUARE FOOTAGE- 47 S.F. 2x4 w/ 1762 SQ FT.X 1/300 587 S.F. 47 SQ FT.X 1/150 031 S.F. STUCCO >587 SQ FT.X 144 SQ IN(REQUIRED) 845 S.I. 0.31 SQ.FT X 144 SO.IN.(REQUIRED) 45 S,6 ... OVER T O. HI H TI VENTILATION Ilm 1 ""' s ®O@IIIIImo u 3 L1424 GABLE END VENTS x 166 S.I.= 504 SL (A OHAGIN MODEL"M"A50044 x 8625 Sl= 86 Si a '�wOlt - z 3 q LOW VENTILATION: TOTAL PROVIDED: 86 SL D-2 p-z 15 13 D_3 (5)OHAGIN MODEL"M"#50044 x 6625 S.I.= 431 S.I, TOTAL PROVIDED. 935 S.I. FRONT NOTE ALL VALUES SHALL BE CONFIRMED PRIOR TO DISCREPANCIES INSTAL S AL B FORWARDED TO EVIATIONS THEARCHITECT I)� AREA 3 FOR RECALCULATION OF ATTIC VENTILATION _T ATTIC SQUARE FOOTAGE= 103 S.F. ILI 103 SQ.FT,X 1/150 0.69 SF, FA 'I 0.69 SQ.FT.X 144 SO,IN,(REQUIRED) 99 S.I. y VENTILATION: (2)OHAGIN MODEL"M"A50044 x 8625 S.I.= 173 SL NOTE ALL ATTIC SPACES USING TO DESIGN THE REQUIRED ATTIC VENTILATION AR SHALL PROVIDE A TOTAL PROVIDED: 173 S1. VAPOR RETARDER INSTALLED ON THE WARM SIDE OF THE ATTIC INSULATION PER GSO 12032 NTHLATpN KTGY G ROU P,lNc. (2)14' 4" 6 '"" " ' ' RETARDER AmItited— Planning Envlroameaul GEEING 17992 MITCHELL SOUTH IRVINE,CA 92614 (949)851-2133 (949)851-5156 FAX 2x4 5 _ Irvine,California TOr -- --------------'�---` --1---y'-----------i v„ 1 2x4 5 ❑ ; License Stamp, Z 18'k48" Typk " `'Q� 7 I i v vlolat 1 �}. No per it I TYP, 4 TYP. p 4 D_1 r. tyl c"le or cancel the o r 8 — -- 0 8 36 TYP, t�w sn "rdid. V 30 --- 4:12 (�No,CIS(— RIDGEI\,Jv W99 1 = D-4 F.F. 1 MANUFACTURED LOW S' - - - - - - - 2 CONCRETE ROOF TILE 4:121 T:O.P D_1 'EAGLE"ICBO 8 ER-4660 -- - -- - - - - —- -— -— - - - -— - -- - - 5 - - -— - - - - - -- - - - - - - 1'ORAKE ix OR AN APPROVED EQUAL 1 /124 ❑ 1 (4*0Ai A}a O11 2. TYP;U:O.N, AREA 10 TY' BUILDING LINE Principal in Charge D. KENT 5 x)xq o *7= I ROOF UNE Project Director D. STODDARD zo TYP ---------- 1 zo(r io Project Architect - D. KENT 5 2x4 -'- �' � a� ; Project Designer � C. ADDINGTON = TYP. ------- - i 3 1 1 T,O, y Checked By . F. YONEMORI — — — — —— — 0-1 D-1 r AREA 2 ❑ TYP, T-0"SAVE O'HAGIN VENT Q 4:12 .y ❑ TYP. REFER TO ATTC LEFT VENTILAT oN �/ Sheet Title CALCULATION - L �+(� ,yam PLAN 2875 ------------------,_-�E �--- r 'D' EXTERIOR LJ___❑___ -------- ------------- ELEVATIONS AND -L---___--_❑-_-____- ROOF PLAN ARFA 3 ROOF PITCH ® 4:12 U.O.N. Sheet No. V 'Dr EXTERIOR ELEVATIONS SCALE:1/4"=1 1 ROOF PLAN I SCALE:1/8"=f-0" 2 A - 5 - 10 CADFLE, of nr nara, KEYNOTES No. Date Issue / Description 06/01/05 50%SEl PHASE II 8 ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL RAIUNG Qi 12/30/05 CLIENT REV,/75% 3-COAT STUCCO-REFER TO BUILDER'S SPECIFICATIONS ©0 01/31/06 PLAN CHECK CORRECT.FOR COLOR AND FINISH CONCRETE STOOP 2x8 FASCIA/BARGE BOARD STUCCO SCREED-REFER TO DETAIL 5 6 © 02/21/06 BLD SUB SET/CLIENT RE D-3 D-3 ® 09/22/06 FIELD REVISIONS 4❑ GL FLASHING-REFER TO DETAILS @AND D—t MASONRY VENEER- EFER O BUILDERS SPECS © 5-8- 88 2007 C.B.C.UPDATE 5❑ STUCCO OVER FOAM TRIM-REFER TO ELEVS.FOR SIZE AND TO DETAIL 10 1 © 07/25/08 PLAN CHECK CORRECT. FOAM TRIM MUST E AP ED O/ BROWN COAT. D-4 D-5 Q 67/25/0$ SPEC.LEV,/CLIENT REV, SCR EN AND LO A EN - EF 0 2-THICK SYNTHETIC ONE NEER-REFER TO 6 ELEVATIONS AND ATTIC VENTILATION CALCS.FOR SIZE ❑ Q 10/14/0$ CLIENT REVISIONS VENTS MUST BE PROTECTED WITH SPECS 11 9H CORROSSK)N D-4 D-4 ® RESISTANT,NON-COMBUSTIBLE WIRE MESH WITH 1/4" ----- MU O E N DECORATIVE FALSE VENT-REFER TO 7❑ RESERVED ELEVATION FOR SIZE CLASS"A•FIRE RATED DECORATIVE SHUTTER-REFER CEMENTIOUS SIDING-REFER TO BUILDERS SPECS 8 TO ELEVS FOR SIZE AND TO DETAILS DE3 N D93 ® STUCCO CONTROL JOINT-REFER TO DETAIL � ®9❑ STUCCO RECESS-REFER TO ELEVATION FOR SIZE ILLUMINATED ADDRESS enmE a�s+rs EEsra�uN arpnrowartm cwgmmr;lr«rowm n£rnpnecr 6"DIA DECOR.FOAM PIPE VENTS-REFER TO ® WOOD TRIM-REFER ELEVATIONS FOR SIZE 1p "cpmncron lwnxxxr xrurxmprraE vm11 n1E awiw moss Aao wEllpcs a 2x4 DETAIL 5 wNsmcno"s:1wn wwraranwNc wurlEN:wlnlcrgNs wo-'€sgagcx _ � rvcwEo E>aAcas on a.Nsors suL a ac�n NUM nr NE' Em vnw ro,� 1 fAEM OF GFNfS 9-BCOMR.Gi°E6 E1pCEEDNA VFM 111E WlNbl ME GfM erl BE T.O.P. D—a ff.W01�,E WR Mtt pBEG1SN0]I&1@L1pNf REH FAO[mlfES ME wOT FQLfA1ID 189c48° 18"X48„ s NOTES TYP. STD. DETAILS Project ' 0 8 6 8 j 1,ATTIC VENTILATION OPENINGS SHALL BE COVERED ( FOX AND JACOBS o WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING: 4 18'k48° k OPENINGS OF V4"IN DIMENSION. SECTION 120&21 D 6 AT ROS ETTA 1 5 18 ° 2 PROVIDE INSULATION BAFFLES AT SAVE VENTS. AT RAKE TO WALL DWERTER: 9 CANYON 11 D-2 p_a D-1 F,F. - - - - - _ _ _ T,O.P. _ TRACT #25477 - --- - - - — - - - -- - - - - - -®- _-- - - - - - - - - - ------ - -- -- - - - - - - - - - •VENTTHROUGHROOF: D-1 4� ----,� FOX AND JACOBS RETURN TRIMTO i� SIDEYARD W L ii ii 2xa 5 5 SEE CIVIL D 5 ii \ FOR LOCATI N ;;; �.;�,; o �k LAKE ELSINORE, 2 7, D-2 II / 2xa s a CALIFORNIA i, - - - - - - - F.F. 2005-0508 ® �,,.� P ilillllllili�llllIllllIIIIIIIIII I:I����. �� :���Llllillu ��. ����II mo(111momlmlllll1011y 14 8"SCREENED AND _ LOUVERED COMBUS(ION AIR 12 ° 13 RIGHT VENTS TOP AND BOTTOM 1� k A KTGY GROUP,,Nc. Architecture Planning Envi—tnl 17992 MITCHELL SOUTH IRVINE,CA 92614 (949)$51-2133 6 Wx24" (949)851.5156 FAX Irvine,California 13 License Stamp. TfP. D-2 4 , ----- -- -- 18 TQR 2x4 5 - - - .., b� TYP. rsElal -lid. Nc C 15C''' D-2 0 185w ( 18'k48' 3 O is F LLo TYP. TYP. ------ a — TYP. D-z 5 2x12 18 F.F. _ D-a TOP Principal in Charge D. KENT - - - - - - - - - - - - - - 20 - - - - - - - - 2x45 - - - - - - - - - - - - - Project Director - D. STODDARD _ TYP. Project Architect - D. KENT 7 5 2x4 D_2TYR o Project Designer C. ADDINGTON L 4 3 o ab w Checked By . F. YONEMORI iv F.F. Sheet Title 1 PLAN 2875 �13 12 e V EXTERIOR ELEVATION D-2 REAR Sheet No. V EXTERIOR ELEVATIONS SCALL:1/4„=t 1 A - 5 . 10 ) CATLE GOPYR-•J No. Date Issue / Description KEYNOTES 12/0/05 509E SET PHASE II WATER HEATER FIRST HOUR RATING-TABLE 5,1 NUMBER OF BATHROOMS 1 TO 1S 2 TO 2.5 3 TO 35 ❑1 DOUBLE SINK WITH GARBAGE DISPOSAL WITH AIR GAP FOR Q 12/3 /OS CLIENT REV./759E DISHWASHER DISHWASHER WITH AIR GAP- 01/31/06 PLAN CHECK CORRECT, NUMBER OF BEDROOMS 1 1 2 3 1 2 1 3 1 4 5 1 3 1 4 5 6 A 6.3 A 63 ❑ VERIFY DIMENSIONS WITH MANUFACTURER'S SPECIFICATIONS, 02/21/06 BLD SUB SET/CLIENT RE 39"CLEAR REFRIGERATOR SPACE.PROVIDE RECESSED COLD WATER FIRST HOUR RATING,GALLONS 42 54 54 54 67 67 80 67 80 80 80 40'-0" 3 BIBB AND SHUT-OFF FOR ICE MAKER �_ 09/22/06 FIELD REVISIONS WATER HEATER PROMDFA=50 GALLON GAS,RECOVERY EFF=G62,RHEEM RHO PRO50-40F ❑ WHIRLPOOL SUDE-N RANGE WITH HOOD,LIGHT,FAN, © 5-$-0$ 2007 C.B.C.UPDATE FIRST HOUR RATING=83 PER ENERGY SPECIFICATIONS 12'4" 1G'8" 17'-D" AND OPT.MICROWAVE ABOVE(VENT TO OUTSIDE AIR) ® 07/25/08 PLAN CHECK CORRECT, 5❑ RESERVED, Q 07/25/08 SPEC,LEW CLIENT REV. WATER HEATER FIRST HOUR RATING-TABLE 51 T-0" 5'-4" 4'-8" 6'-2" 3'-0" 5'-6" 8'-6" © GYP,BD.SOFFIT-REFER TO PLAN FOR HEIGHTS) 10/14/08 CLIENT REVISIONS NUMBER OF BATHROOMS 1 TO 15 2 TO 25 3 TO 35 I 7❑ PANTRY WITH(4)MDF SHELVES(WIDTH NOTED ON PLANS) NUMBER OF BEDROOMS 1 2 3 2 3 4 5 3 4 5 6 I 6❑ PEDESTAL LAVATORY FIRST HOUR RATING,GALLONS 42 64 64 54 1 67 1 67 80 1 67 1 80 80 80 9❑ RECESSED MEDICINE CABINET WATER HEATER PROVIDED=75 GALLON GAS,RECOVERY EFF-0.76,RHEEM 21/R75,INPUT=75500, 8A SURFACE MOUNTED MEDICINE CABINET FIRST HOUR RATING=127 PER ENERGY SPECIFICATIONS, 36'k36° LINE OF ® 2.6 WALL ® CONIC, FLOOR 42Ax102"TUB AND SHOWER UNIT BY LASCO OR EOUAL WITH NOTE REFER TO MECHANICAL STOOP ABOVE 11 TEMPERED GLASS SHOWER ENCLOSURE CONTROL VALVES TO BE Wane aewls leawnu3tnr vxwrowulNooaerAlccmrlroxmw ne raDflar PLANS FOR RETURN AIR GRILL 21 21 O� --- -- ------- — PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER ""ro"caun aDrntaw+xuoFaeale xlXTRM16 uD UTar�mreauca LOCATIONS 4030 SL. TEMPS L r- 5040 SL. 5040 SL T----, C.P.C.4160, " Y'+`RLu a'a PEFCfIvED DOYJB OF A.4Wx6LY X PE IAE FnOM I1E IACHIECf 11rJF TO TIE 32k60`ONE PIECE FIBERGLASS Tl1B AND SHOWER WITH FIBERGILASEEaeuT oa ciEurs aecoumncrps mxTtnuc x+M nc wax iPt acw ru eE .. ' .- 12 uEsu�.F raa nur oEFTcrs x caa'Incnou F,H�vrocewes xc uoT rouoA1D r —i " SURROUND TO 72"ABOVE FINISH FLOOR. PROVIDE CURTAIN ROD. J ^ o I— = N CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER GP.Q 4180 1 V C 12,A 36W'ONE PIECE FIBERGLASS TUB AND SHOWER WITH FIBERG VENT TO ❑ SURROUND TO 72"ABOVE FINISH FLOOR PROVIDE CURTAIN ROD. Project =Q OUTSIDE 4 NOOK FA CEO MILY CONTROL VALVES CBE PRESSURE BALANCED OR THERMOSTATIC 7� 7 ('� D(� MIXING VALVES PER C.P.C.I 42'60"ONE PIECE ASS FOX AND J ACO BS s KIT HEN BVINYL CARPET SUR'ROUND TO 72 ABONSSH FLOOR SHOWER TUB AND WITH CU TNN ROD S 8 CLG CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC AT R O S ETTA VINYL 0 MIXING VALVES PER C.P.C.4150 a1 14 FAU IN ATTIC PER C,M.r,305D.PROVIDE LIGHT,POWER UNOBSTRUCT CANYON I I 2L 2-4" 7-1a' L N-0" IUO 17-1(Y' 64' 12'-2" ip ED 24'PASSAGE 30"WIDE WORK SPACE,AND ADEQUATE AA y SUPPLY. PROVIDE CONDENSATE DRNN LINE TO OUTSIDE,VENT TO OUTSIDE AND COMBUSTION AIR PER C.M.C.CHAPTER 7. TRACT D A/-�T J4 [A 77 2NT HC 10 A6 R STAJRET 5 WTH MN.30"CLEAR W-AW ATTIC HEAD MIN,ROOM.DPROVIDE SWITCHED LIGHED FAU,MAY PASS T,1�IW. 1 1\L 11 1 Tt JY PANTRY OUTLET,AND 2a"SOLID FLOORING TO FAA),(NOT MORE THAN 8 CLG. � P SECTION 20-0"INLENGTH) FOX AND JACOBS VINYL i WASHER SPACE,PROVIDE RECESSED WATER AND DRAIN CONNEC- 0 o i TIONS PROVIDE'SMITTY"PAN AND DRAIN AT SECOND FLOOR LOCATIONS. LAKE E LS I N O R E > 17 WITH A BAACI(BDRAFT DAMPER PER MC,SECTION 504.3 O14U'-0"MAX, LENGTH WITH A MAXIMUM OF TWO 90 DEGREE ELBOWS, CALIFORNIA +42° 18 WATER HEATER ON A 18"HIGH PLATFORM WITH SEISMIC STRAPS Y 4'-1I 6'-10" -0' 4'-B" 2'-&' � ❑ AND VENT TO OUTSIDE PROVIDE PRESSURE RELIEF VALVE WITH � � DDRAIN TO ETAIL 3/D�SIDE COMBUSTION AIR PER C.M.C.CHAPTER 7. SEE �O O�_O�O ��. BEDROOM 5 F Dgg IING F. --- 8 C� RESERVED. CAEC 406,14 BETWEEN GARAGE RPLEG T CARPET Y ® ® (UDl n D LIVING(RSANCY SEPARATION WALLS PER /2'GYPSBOARD ON GARAGE SIDE OF . .. .. N WALLS ADJACENT TO LIVING AREAS COUNGS BELOW HABITABLE AREAS AND SUPPORTING ELEMENTS SHALL RECEIVE ONE LAYER OF ----- 50 TYPE"X"GYP.BOARD OR COMPLY WITH TRUS JOIST PFC-4354, (OR APPROVED EQUAL) _ _ m AC CONDENSER ON WEATHERPROOF PAD 3"ABOVE GRADE VERIFY zv 21 a SIZE AND LOCATION)PROVIDE 22OV.WEATHERPROOF DISCONNECT. G — HALL 3'-s° a T-a" v PROVIDE 1'qV WEATHERPROOF OUTLET WITHIN 23-0"OF UNIT. JAB 6080 BI-PASS ❑� SPADE uNDER�STAT ARS,g�AND CEILINGS AT ENCLOSED,USABLE RPETil? — TIP N6 FLAT BLOCKING AT-50 ABOVE FINISHED FLOOR FOR 24"WIDE 68 H.C. 2668 HC --- — j ,� ❑ TOWEL BAR. t II a q LAB N1 DR V C 10SHOWER N ® 24 M GI. RE NE C ��� Eu 12"OF CEILING ANOLOWIED FLOORgTSMUSTBETECTED SISTANT,DN- VINYLLO 9 ® " IN _ BSLESHWITH s_e„ c7 _ 4U(Y' 2-91 -_ _—_—_—_ 25 3 V2"DIAMETER RPE BOLLARD --/ n ,s 26 KTGYGROUE INC. 3 CIF'111NAL SLOPE " i I(�' V C BATH 12 Q ❑ VINYL-000ATED WIRE,12"DEEP SHELF AT 67"ABOVE FINISHED DLG FIB x 1 3/4 A,T 7q — i 8 CLG FLOOR 1YL FIBE LASS 4"AT ti O Ana 668 H.C. VINYL Arc6ftedun PhDniar Bavlrol toxoul PT.DR.J Q 27 GYP.BD LOW WALL/SHELF-REFER TO PLAN FOR HEIGHT. // 5040 SL ~ ENTRY T�p P; ❑ STl1CC0 SOFFl7-REFER TO EXTERIOR ELEVATIONS FOR HBGHT(S). 1799I MITCHELL 2614 77 L36"x36" /� �g�� g 18 868 x 1 3/8" 43F2F�IBESS lit r 28 IRVIN$CA 92114 CONO / JId TILE § SOLD CORE 7 9 STUCCO SHELF,SLOPE TO DRAIN (949)851.2133 STOOP a y/J Tn v TIGHT FITTING r—, AT OPT DR. 5'-4" 6'-O" T-4" 2'-8" SELF CLOSING/ 30 STONE/BRK:K VENEER-REFER TO EXTERIOR ELEVATIONS (949)831.313E FAX FLOORF �A SGiO S Y - - � FlBERQ4° 15 QSELF LATCHING HEIGHRS. IJ 20 MIN.DOOR ARCHED STUCCO SOFFIT-REFER TO EXTERIOR ELEVX%6 FOR Irvine,California ABOVE L J ATTIC Y e t' Q 14W VENT ABOVE DOOR(100 SO.IN MAKEUP AIR) y�I u77i 7�7O CATIONG3 I License Stamp, LOCATION NOTES3 ACE •A 1 ALL GLAZING FENESTRATIONS)SHALL BE INSTALLED WITH A CERTFYING LABEL I ®GYP, AT TYPE"X' 4"m 3'-4" 4'-D 6'-2 6'-0 10-2" —� I ATTACHED,SHOWING THE V VALUE GYP,BD.AT ALL r4 DRYER CON- t�t� 2 WINDOWS ADJACENT TO TUBS,SHOWERS AND TUBMHOWERS,AT STAIRWAYS,OR N WALLS,CEILING,AND `ENT _________ __ LINE OF Ff ADJACENT TO AND WTTHN 24"OF ETHER EDGE OF THE DOOR SHALL BE FULLY SUPPORTING ELEMENTS ABOVE I TEMPERED,LAMINATED SAFETY GLASS OR APPROVED PLASTIC,PER OB.C.24068. ----- -SPACE --------- _ I�FLOOR �` G————————— 3 ESCAPES LL HEIGHT SHALL HAVE A WIDOW,V EMVE THE DOOR FOR WINDOWS ♦ No I �RAQ ESCAPE SLL HE GHT SHALL NOT EXCEED 4IN ABOVE THE FLOOR WINDOWS MUST LIJI f HAVE AN OPENABLE WIDTH 20"AND THE MNMUM OPENABLE HEIGHT 24". THE iD EMERGENCY DOOR OR WINDOW SHALL BE OPENABLE FROM THE INSIDE TO PROVIDE CONC 1a 2- PA GARAGEALL CLEAR OPENING W THOU THE USE OF SEPARATE TOMS.CBC SECTION 8070 SECTIONAL - - - - - - - - - - - - c0 ®GP.MBD.AT ALL DE PE X" Ce. A IN SHOWERS AND TUB-SF10VJ COMBINATIONS,CONTROL VALVES MUST BE PRESSOR GARAGE DOOR WALLS,CEILING,AND BALANCED OR THERMOSTATIC MDM VALVES,CPC,SECTION 4150. SUPPORTING ELEMENTS 14 5 APPLIANCE IN CONFINED SPACE PROVIDE TWO OPENN38 INTO ENCLOSURE EACH _ — — HAVING 1 SQ IN PER 1DG0 BTUM INPUT FREELY COMMUNICATING WITH OTHER Principal in Charge ' D. KENT UNCONFINED INTERIOR SPACES MINIMUM 100 SQ IN EACH OPENING CMC.SECT 701 S NEW WATER CLOSETS AND ASSOCIATED FLUSHOME ER VALVE$F ANY,SHALL USE Project Director D. STODDARD 16070 SECTIONAL GARAGE DOOR NO MORE THAN 16 GALLONS PER FLUSH AND SHALL MEET PERFORMANCE 6TANDARS ESTABLISHED BY THE AMERICAN NATIONAL STANDARDS H.B S CDDE Project Architect ' D.KENT 5040 FG "6�179213N 7. PROVIDE VWsShW AT ALL SHOWER HEAD LOCATIONS-T€FER TO DETAIL 61 Project Designer ' C. ADDINGTON L L ® S WIN BE I OR 20-NG GLASS RATED WITH A MNINMUM OF HE TEM E Checked By F. YONEMORI 8'-4"ROUGH FRMG 17 PARE.EXTERIOR D BLOCK SHALL BEMINJTE RATED S EXTERIOR DOORS SF44LL BE OF APPROVED NONCOMBUSTIBLE CONSTRUCTION OR D-0° A-63 A-6,3 THICK WITH INTERIOR FIELD SOLID CORE PANEL HAVING LESS THAN t THICK OR STILES AND RAILS NOT LESS THAN 1SS ALHAVE A FRE-RESISTANOE RATING OF NOT LESS THAN 20 MINUTES WHEN TESTED ACCORDING TO ASTM E-ZW4 Sheet Title' 1-UL 161 OPENING 2'-0" PLAN 3113 OPT. 3-SPACE oM N°�NS'B SAND FIRST FLOOR PLAN GARAGE BASIC PLAN UNLESS OTHER 5'-6" r-4" A SQUARE FOOTAGE "A"WISE NOTED 1'-4" 8'-4" " 10'-4" 10'-4" AND OPTION 10.4" a"9'-8" D 63 R FIRST FLOOR 1,431 S.F. Y SECOND FLOOR 1,682 S.F. 4a r' INTERIORTOTAL LIVEABLE 3113 S.F. ELEVATIONS 2-SPACE GARAGE 556 S.F. Sheet No. PORCH'A', 'B', AND 'D' 79 S.F. FIRST FLOOR PLAN SCALE „4" 1 PORCH 'C' 78 S.F. A-6.1 3 SPACEGARAGE 764 S.F. OADFILE- COPv"IlixT(C) PLOT DATE- KEYNOTES No. Date Issue / Description 06/01/05 50%SET PHASE II ❑ DOUBLE SINK WITH GARBAGE DISPOSAL WITH AIR GAP FOR Qj 12/30/05 CLIENT REV,/75% A-fi,3 A-6.3 DISHWASHER DISHWASHER WITH AIR GAP- 01/3V06 PLAN CHECK CORRECT. 2❑ VERIFY DIMENSIONS WITH MANUFACTURERS SPECIFICATIONS �,-DP © 02/21/06 BLED SUB SET/CLIENT RE 39"® CLEAR REFRIGERATOR SPACE PROVIDE E RECESSED COLD WATER 3❑ SH 09/22/06 FIELD REVISIONS 8B AND D UT-OFF FOR ICE MAKER NOTE REFER TO MECHANICAL 2P-2" 18-10° WHIRLPOOL SIJ IN RANGE WITH HOD,LIGHT,FAN, © 5-8-08 2007 C.B.C.UPDATE PLANS FOR RETURN AIR GRILL LOCATIONS AND OPT,MICROWAVE ABOVE(WENT!TO OUTSIDE AIR). ® 07/25/08 PLAN CHECK CORRECT. 8'_4" 4'4' 6 4" 2' 2-0 21Y' 17-2 4'-0 T-8° 5 RESERVED. 07/25/08 SPEC,LEY./CLIENT REV. 2-2 2L2' 2-6" 2-10" 240" 6_15" 2-10" © GYP.BD.SOFFIT-REFER TO PLAN FOR HEIGHTS) ® 10/14/08 CLIENT REVISIONS 7❑ PANTRY WITH(4)MDF SHELVES(WIDTH NOTED ON PLANS% PEDESTAL LAVATORY r-SHO R 9❑ RECESSED MEDICINE CABINET HEAD �� ® SURFACE MOUNTED MEDICINE CABINET \/\�-7 ® 2x6 WALL 3040 SH. 4010 SL 6040 S r1w,S 42k1UY TUB AND SHOWER UNIT BY LASO OR EQUAL WfTH TEMPERED GLASS SHOWER ENCLOSURE CONTROL VALVES TO BE HxmcEaa�i.�D�Nr1 � � PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER "ca+rncron n;orrantr kNaAlmoPvae wmin>E PAnn WDDs"o y�ppg pP _ Q 24"DEEP �Q C.P.0 418.0 ca+smwra+aaun lswsalxrAranwae wwnv«w�wcrrors rooae�gl rhacR.To peas o"p«esprs swi ae Irccw>D mon;nc N%SIIECT NPDn ro ne /+� SHELVES Y 'ti ❑ 32k60'ONE PIECE FIBERGLASS TUB AND SHOWER WITH FIBERG aeNl a+atNrs ascamucras mocTmw wm waK ne arrn vAi a ( J 13 � (6 12 SURROUND TO 72"ABOVE FINISH FLOOR PROVIDE CURTAIN ROD. IE LE "^'DEMnN 'aNF^�P'M AFL NM�� v - CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC u� 8p a v� U _ MIXING VALVES PER CPC.418D. I` CARPET wx - = o MASTER 36'XBT ONE PIECE FIBERGLASS TUB AND SHOWER WITH FIBERGLAS �(0 ( w � BEDROOM ® SURROUND TO 72'ABOVE FINISH FLOOR PROVIDE CURTAIN ROD. Project CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC " c' MIXING VALVES PER CRC.418D. IOi C V MB—A H 8" 6 T-1 v SL2J'OND PI CE FIBERGLASSOVE TUB AND FLOOR SHOWER WITH RBAIN ROD. FOX AND J AC O B S 60 P M CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC AT R OS ETTA MIXING VALVES PER CPC,41aO. VINYL FAU IN ATTIC PER CMC.3050.PROVIDE UGH!POWER,UNOBSTRUCT CANYON I I DUCT SPACE =;P 14 ED 24"PASSAGE,3O'WIDE WORK SPACE,AND ADEQUATE AIR 4,-4„ 1 „ PROVIDE FIRE SUPPLY. PROVIDE CONDENSATE DRAIN LINE TO OUTSIDE,VENT TO BLOCKING OUTSIDE AND COMBUSTION AIR PER CM.C.CHAPTER Z a TRACT #25477 -- 4'-4"� 2-4' 14'-6" 15 WITH ATTIC ACCESS,MIN.(PROVIDED FAU MAY PASS THROUGH) g ❑ WITH MIN.N CLEAR HEADROOM PROVIDE SNATCHED LIGHT,11DV. � — '""" _ 2d-a IN LENGTH). NGTH).SOLID FLOORING TO FAA%,(NOT MORE THAN FOX AND JACO BS WATER m .. 18 WASHER SPACE,PROVIDE RECESSED WAT AND DRAIN CONNEC- ®L————— — _� - ❑ TIONS PROVIDE"SMITTY"PAN AND DRAIN AT SECOND FLOOR LOCATIONS. LAKE ELSINORE DRYE SPACE,PROVIDE DRYR VENT TO12'•4" a 5'-4" -- m 17 WITH A BACKDRAFT DAMP RE PER M.C.S CTION 604.3, V EQUIPPED f .... UTSIDE AIR c`ON LENGTH WITH A MAXIMUM OF TWO 90 DEGREE ELBOWS, CALIFORNIA ----- ® WATER HEATER ON A 18"HIGH PLATFORM WITH SEISMIC STRAPS ____ __ AND VENT TO OUTSIDE PROVIDE PRESSURE RELIEF VALVE WITH CIL _ F 1 Y DRAIN TO OUTSIDE COMBUSTION AIR PER C.M.C.CHAPTER 7. SEE - DETAIL 3/D-4- 2005-0508 ------ —`� ----- 1 15 m RESERVED. L J ro IL 20 OCCUPANCY SEPARATION PER C.B.C.SEC BETWEEN GARAGE ____ (lA AND LIVING(R-3)WALLS-VT"GYP.BOARDRD O ON GARAGE SIDE OF --- -.- Y +42' + _J WALLS ADJACENT TO LING AREAS. CEILINGS BELOW HABITABLE ----- AREAS AND SUPPORTING ELEMENTS SHALL RECEIVE ONE LAYER OF ROOMBEDROOM 4 F 5/&'TYPE"X"GYP.BOARD OR COMPLY WITH TRUS JOIST PFC-4354, `Q BONIFY gUB�CL� La � a LG (OR APPROVED EOUAU w CARPET CARPET 21 SIZE AND AC ELOCATION PROVIDE 220V.WEATHERPROOF DISCONNSER ON WEATHERPROOF PAD TABOVE GRADE NECT. ------- PROVIDE 110V WEATHERPROOF OUTLET WITHIN 25-0"OF UNIT 'a 2668 H.C. 32"MIN 22 SPACE UN ER 9 AT CBC.A100B LING AT ENCLOSED,USABLE &6 FLAT BLOCKING AT+54'ABOVE FINISHED FLOOR FOR 24"WIDE REFER TO TAR ❑ TOWEL BAR S FOR STAIR �4 PLANBECTION 1 24 4N ou �q, Gl S RE NE MBUS ON AIR VENTS-0 E HG, H v zv 12'OF CEILING AND ONE LOW WITHIN 12"OF FINISHED FLOOR g It ------------- --- -� VENTS MUST BE PROTECTED WH CORROSSION RESISTANT,NON- LL C V BAD 12 O BUSTI LE WIR SH WITH V4"MAX O NINGS. 8 CLG 25 3 1/2"DIAMETER PPE BOLLARD � BIBS H,C 668 HA, VINYL N O FLOOR D.LOW WALL/SHELF-REFER TO PLANT POR H90HIT N - KTGYGROUP, ' I VINYL-GATED WIRE,12'DEEP SHELF AT 67"ABOVE FINISHED INC. D ' i OBO BI-PASS 2668H.0 SHOWER a i IA Arehiteemre Planning Bavlronmental HEAD AT r, 001 I Ff S kAS UC.n �,Q• M 6-6� g 2g STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR HEgHT(S). 17992 MITCHELL SOUTH i _ 1t [)A', IRVINE,CA 92614 5-4" 5'-0 1'-4" T-0 3•6" NEN � ® STUCCO SHELF,SLOPE TO DRMN m : i«I u )!hu _,11c Ole r n I rc v.von is (%9)851-2133 4 WIRE HELM Y ® STONE/BRICK VENEER-REEFI TO EXP6MOR ELLNATI©NS hI Id p I ut pc din® (949)851.5156 FAX LINE OF—� Z" .ry uIC UIY IU Ice: Y q ARCHED STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR Irvine,California >= P FLOOR H--� r R BEDROOM 2 BEDS 7Q 31 BELOW CLG 666 H,C. g CLG HEIGHTS. L1t P� CARPET NOTE n, pI s Intl c. � i ® 14Yt8"VENT ABOVE DOOR(100 SU!N . �'��• I License Stamp, ED PET Y I t ALL GIA7JNG(FENESTRATIONS)SHALL BE INSTALLED WITH A... -- IL CERTIFYING LABEL I ' 5M SL. j ATTACHED,SHOWING THE VALUE .R c?^\•,'//i I 2 WINDOWS ATUACENT TO TUBS,SHOWERS AND TU8/BiOWRa AT STAIRWAYS OR UJ�/ ----- ADJACENT TO AND WITHIN 24'OF EITHER EDGE OF THE DOOR SHALL BE FILLY I 5040 L TEMPERED,LAMINATED SAFETY GLASS OR APPROVED PLASTIC,PER CB.C.240M ) ' 3 SLEEPING ROOMS SHALL HAVE A WINDOW OR EXTERIOR DOOR FOR EMERGENCY ESCAPE SILL HEIGHT SHALL NOT EXCEED 44-ABOVE TnIE FLOOR WINDOWS MUST LINE OF OPT, li HAVE AN OPENABLE WIDTH 20"AND THE MINIMUM OPENABLE HEIGHT 24".THE I GARAGE BELOW EMERGENCY DOOR OR WINDOW SHALL BE OPENABLE FROM THE INSIDE TO PROVIDE A FULL, CLEAR OPENING WMHOU THE USE OF SEPARATE TOODB OBC SECTION �_________________________ 4 IN SHOWERS AND TUB-SHOW COMBNATpN&CONTROL VALVES MUST BE PRESSOR BALANCED OR THERMOSTATIC MIXING VALVES,CPC.SECTION 418.a 5 APPLIANCE IN CONFINED SPACE PROVIDE TWO OPENINGS INTO ENCLOSI.PE EACH 'r LINE OF HAVING 1 SO.IN,PER VW STUM INPUT FREELY COMMUNICAnNG WITH OTHER Principal In Charge D. KENT FLOOR UNCONFINED INTERIOR SPACES MINIMUMtm SG IN EACH OPENING C 40 SECT 701 J BELOW S NEW WATER CLOSETS AND ASSOCIATED FLUSHOMETER VALVES,IF ANY,SH4L USE Project Director D. STODDARD L_____1__________ ___1_____J NO MORE THAN 16 GALLONS PER RLGH AND SHALL MEET PERFORMANCE STANDARS ESTABLISHED BY THE AMERICAN NATIONAL STANDARDS R 8 a CODE Project Architect D. KENT SECTION 1792tW L 34' 8'-10 7. PROVIDE A)aMSIve AT ALL SHOWER HEAD LOCATIONS-REFER TO DETAIL 6/D4 Project Designer C. ADDINGTON ® a WIN L BE PANE,GLASS BLOC!( Fi R O 20-MINUTE RATED UNITS Wirth A MNNMLM OF NE M ERE Checked BY ` F. YONEMORI 9-fi" 12-2" 9 EXTERIOR DOORS SHALL BE OF APPROVED NONCOMBUSTIBLE CONSTRUCTION,OR 12-0" 174' SCUD CORE WOOD HAVNG STILES AND RAILS NOT LESS THAN 1 t THICK Wrl INTERIOR FIELD PANEL THIO(NESS NO LESS THAN 1J'THICK OR SHALL HAVE A FIRE-RES STANCE RATING OF NOT LESS THAN 20 MINUTES WHEN TESTED 104° _ _ 29'-8' AccoRDING ro ABTM E•2o7a �J Sheet Title 40.0' _ A PLAN 3113 A-63 A-63 D -6' B SQUARE FOOTAGE "A" SECOND FLOOR PLAN FIRST FLOOR 1,431 S.F. C SECOND FLOOR 1,682 S.F. INTERIOR TOTAL LIVEABLE 3113 S.F. ELEVATIONS 2-SPACE GARAGE 556 S.F. Sheet No. PORCH 'A', 'B', AND 'D' 79 S.F. SECOND FLOOR PLAN SCALE:1/4"=T-0" 1 PORCH 'C' 76 S.F. A-61A 3-SPACE GARAGE 764 S.F. CAN LE. co"raan(q) PLOT DATE. SYMBOLS No. Date Issue / Description >� DUPLEX OUTLET 06/01/05 50%SET PHASE II Q 12/30/05 CLIENT REV./75% 1/2 HOT OUTLET Q 01/31/06 PLAN CHECK CORRECT. -4 ARC FAULT PROTECTED OUTLET © 02/21/06 BLD SUB SET/CLIENT RE 0 09/22/06 FIELD REVISIONS t6 V2 HOT ARC FAULT PROTECTED OUTLET © 5 8-08 2007 C,B.C,UPDATE 22o OUTLET ® 07/25/08 PLAN CHECK CORRECT. Gr] QQ GFCI OUTLET 07/25/08 SPEC.LEV,/CLIENT REV. r� ,,,F Q 10/14/08 CLIENT REVISIONS GFCI OUTLET-WEATHERPROOF ® .)UNCTION BOX _ 1-3" T-T t 20 DISCONNECT-WEATHERPROOF — MI MI * CEIUNG MOUNTED UGHT lu rcr 6 ouNccr j�r -torr'^r 7 1 PENDANT LIGHT ]:S WALL SCONCE NG rxt arxrs REnr min roan oxa casmaron ro ram nE nnrArmx WALL MOUNTED LIGHT """a r�on'navnraAa [v,m r'�ic "10o ,wo1gina�av y - FLUORESCENT \ � —.— CONSMJa1DN SIpUD1FA�Or4GLY GE AW/lE KM1FN iM'RAILRY6/DDE65Nf18JL11 rrxDam m¢as on osons suu eP n[cv+m maM r amDrcr mw ro rre ��� FLUORESCENT WALL MOUNTED LIGHT wi // ,v v v v- WALL MOUNTED LIGHT BAR � / _e KEYLESS CEILING MOUNTED UGHT Pro1ject B / / AMLY RECESSED INCANDESCENT LIGHT FIXTURE 6-0 p NOOK CHANGES PER HOUR) FOX AND JACOBS / � ® EXHAUST FAN(PROVIDE A MIN,OF 5 AIR KITCHE R AT ROSETTA \\ I 1 COMBINATION EXHAUST FAN AND CANYON II INCANDESCENT LIGHT FIXTURE FLUORESCENT SURFACE MOUNTED UGHT TRACT #25477 RECESSED FLUORESCENT LIGHT FIXTURE COMBINATION EXHAUST FAN AND FOX AND JACOBS Q p FLUORESCENT UGHT FIXTURE DINING � � -- _.-- \ �Q FLUORESCENT FIXTURE(UNDER CABINET) LAKE ELSINORE, SWITCH CALIFORNIA 3-WAY SWITCH DIMMER SWITCH 005 _O O ------- ® \ Q _ I ""ea 3-WAY DIMMER SWITCH ----- - 30 MINUTE OCCUPANCY SENSOR SW TCH ® SMOKE DETECTOR TO SOUND ALARM 6'-0 j ,/ j AUDIBLE IN ALL SLEEPING AREAS AND SHALL BE HARDWIRED WITH BATTERY BEDROOM b BACKUP. I-0 THERMOSTAT F0 PUSHBUTTON 1 erwrtaw=- _- CHIMES JpE LIVING LAUNDR \ HALL Q OPTIONAL SECURITY IFC \ 14 TELEPHONE OUTLET b TV OUTLET H 33 � KTGYGROUP,INC / BATH 3 FUEL GAS 1 _-......-_- -1-Y REPLACE KEY(LOOSE) -_. cr]/MP ENTRY F GPI © —— ——— Archit"cture Planning BnW aamema] DooR / F I /' � to HOSE BIBB WIT PORCH H NON-REMOVABLE / I 17992 MITCHELL SOUTH o 1 a ) BACKFLOW PREVENTION DEVICE IRVINE,CA 92614 RECESSED STUB OUT FOR ICE-MAKER (949)851.2133 �, Q I n, (949)851-5156 FAX — r/� — " RETURN AIR GRLL ,I ey vi evn rublo c ty.lrn.oc 5� pr'ualog Irvine,California "r�1N0 i i_7-7-7-7777-7- I Ibbritss ILLUMINATED ADDRESS /////////// Q r m 57ru f I _ L L LLL/_/JJJ1 o 12"X 48',2 TUBE FLUORESCENT nxTURE I 3-SPACE 2-SPACE OPT. 3-SPACE ® WITH LENS License Stamp. I GARAGE GARAGE "TCHN° GARAGE ,,;,;;,;,,;;,,, I GAS ER NOTES MET IRRIGATION 3&SQ.CLEAR AREA to \J _----i CONTROLLER AT ELECTRICAL L---------------------- t FUEL BURNING EQUIPMENT SHALL BE EQUIPPED WITH AN -� v SM APPROVED AUTOMATIC MEANS WHICH WILL SHUT OFF FUEL OUTLET PANEL QI FOR IRRIGATION GCS SUPPLY TO EQUIPMENT IN THE EVENT OF IGNITION OR TIMER SERVICE z I METER FLAME FAILURE. 2007 C.MC. IRRIGATION PFlOV�E AMP SERVICE (:OMAOLLER AT SO.TPICA AREA J BOND To GAS a — AT ELECTRICAL 2, GAS PIPING EXTENDING THROUGH FOUNDATION WALL SHALL WATER LINES. SIMPLEX OUTLET PANEL SLEEVED AND HAVE ITS OPENING SEALED ON OUTSIDE PROVIDE 217 LIFER BAR FOR IRRIGATION 20 20 07 C.M.C. TER 3 AMP 3 ALL RECEPTACLES THAT SERVE THE COUNTER AREA OF THE KITCHEN SHALL BE GR PROTECTED.CEC 210-8. re vu[P — PROVIDE AMP SERVICE 4. PROVIDE MIN.TWO(2)20-AMP SMALL APPLIANCE BRANCH Principal in Charge D. KENT BOND TO GAS a CIRCUITS FOR KITCHEN. THESE CIRCUITS SHALL HAVE NO WATER LINES 13 Project Director D. STODDARD nuuiss PROVIDE zo'LIFER BAR OTHER OUTLETS.C.EC.210-52B2, 5. BATHROOM CIRCUITS SHALL HAVE NO OTHER OUTLETS, Project Architect r D. KENT MINIMUM 20-AMP CIRCUIT. CEC 210-520). 6. DETECTORS SHALL SOUND AN ALARM AUDIBLE IN ALL Project Designer C. ADDINGTON OPT. 3-SPACE -),m CONDFRONS SAME D SLEEPING AREAS OF THE UNIT. OB.C,9072.10. Checked By , F. YONEMORI ESS 7. RECEPTACLE OUTLET LOCATIONS SHALL COMPLY WITH BASIC PLAN UN 2007 CE.C.ARTICLE 210-52(A) GARAGE OTHERWISE 8. NON-REMOVABLE BACKFLOW PREVENTION DEVICES ON ALL EXTERIOR HOSE BOBS,PER C,P.C.60323 Sheet Title 9. FAU IN ATTIC PER CIVIC 315.PROVIDE LIGHT,POWER,GAS, ACCESS AND 30"WIDE WORK SPACE. PROVIDE PLAN 3113 CONDENSATE DRAIN LINE TO OUTSIDE,VENT TO OUTSIDE,AND COMBUSTION AIR PER CM.C.CHAPTER 7. "A" FIRST FLOOR UTILITY LECTRICAL SERVICE PANEL 20'-0"LONG,#4FORT EHE-BAR AMAINTE BOTTOM OF PLAN AND OPTION FOUNDATION. 11. PROVDE"QUICKFLASH"FLASHING AT ALL EXTERIOR ELECTRICAL PENETRATIONS-REFER TO DETAIL 13/D-4 12,HIGH EFFICACY LUMINARIES MUST BE PIN BASED ` 13.ALL BEDROOM LIGHTS,OUTLETS,AND SMOKE DETECTORS Sheet No. SHALL BE AFCI-PROTECTED. FIRST FLOOR UTILITY PLAN SCALE;1/4"_1'-D" 1 A-6.2 GADFILE- CDPYPgHi(� PLOT DATE SYMBOLS No. Date Issue / Description =0 DUPLEX OUTLET 06/01/05 5096 SET PHASE II 0 12/30/05 CLIENT REV,/75% t6 1/2 HOT OUTLET Q 01/31/06 PLAN CHECK CORRECT. =0 ARC FAULT PROTECTED OUTLET © 02/21/06 BLD SUB SET/CLIENT RE 09/22/06 FIELD REVISIONS d4 1/2 HOT ARC FAULT PROTECTED OUTLET © 5-8-08 2007 C.B.C.UPDATE KIKJ 220 OUTLET ® 07/25/08 PLAN CHECK CORRECT. e' GFCI OUTLET 0 07/25/08 SPEC.LEV./CLIENT REV. ®yrrnP GFCI OUTLET-WEATHERPROOF 10/14/08 CLIENT REVISIONS sO JUNCTION BOX t±g""920 DISCONNECT-WEATHERPROOF CEILING MOUNTED LIGHT PENDANT LIGHT O 2:Y WALL SCONCE l�_ n s a�xrs IEavaxsetrlr"ax ra as mow caralnicmx ro mom ns Axcr WALL MOUNTED LIGHT wwmwanm rer."ao emas ax asaorss nE nva uD SEaumsa w>.cx a ctt+ixcrcn nDKo•r�ir xxcwcna wmr��Knra moors uo urn,au a i� .....— _ - �l, co"amcmx spun xrrsaus(r to nwuE wwrrss IxSrpILIpS nmrasTxc sar FLUORESCENT WALL MOUNTED LIGHT a"N D aao�`x as qx sw �Ecw n"M rxE ai TK EW ro rxs Eros"rsury osrcrswLrorarmoanrtsraM¢wEiaia.Eo I _x T- WALL MOUNTED LIGHT BAR \ ¢K KEYLESS CEILING MOUNTED LIGHT Project RECESSED INCANDESCENT LIGHT FIXTURE W.I. . FOX AND JACOBS \ // MASTER ® EXHAUST ANGESFAN P PER(PROVIDE A MIN,OF 5 AIR AT ROS ETTA MBATH I' % BEDROOM CANYON II \ � COMBINATION EXHAUST FAN AND INCANDESCENT UGHT FIXTURE FLUORESCENT SURFACE MOUNTED LIGHT TRACT #25477 L=_ — — — —JI RECESSED FLUORESCENT LIGHT FIXTURE r --- - I / / FOX AND JACOBS PROVDE&F.. COMBINATION EXHAUST FAN AND L————— \ / / LIGHT,PO\ i / AT AFLUORESCENT LIGHT FIXTURE FLUORESCENT FIXTURE(UNDER CABINET) LAKE ELSINORE, SWITCH CALIFORNIA 3-WAY SWITCH --------- - BONUS RO M ��-� _ _ ""b DIMMER SWITCH _ j "'Ts 3-WAY DIMMER SWITCH 2 0 0 5—0 5 0 8 L___ ___�_I --"- L diII -bs 30 MINUTE OCCUPANCY SENSOR SWITCH L �J / BEDROOM 4 ® SMOKE DETECTOR TO SOUND ALARM \ ---- - / AUDIBLE IN ALL SLEEPING AREAS AND \ / SHALL BE HARDWIRED WITH BATTERY •\ -- I-- / BACKUP, THERMOSTAT \ ---- FO PUSHBUTTON 9 L '1 \ HALL 2 zrur"rrarn Q 0 CHIMES \ \ p OPTIONAL SECURITY 1 \ cn "4 TELEPHONE OUTLET r" — _ - ---- TV OUTLET \ I BATH 2 ; $ FUEL GAS - - KTGYGROUP I INC. FIREPLACE KEY(LOOSE) 4— FIREPLACE p[taGLl[I{ Bnviro"ment{1 I I I /. ® w HOSE BBB WITH NON-REMOVABLE 17992 MITCHELL SOUTH �. BACKFLOW PREVENTION DEVICE IRVINE,CA 92614 BEDROOM 2-' I T RECESSED IIh ss STUB-Off IFOR ICE-MAKER I $51-2133BEDROOM (949)85-5156 FAX X RETURN Irving California ILLUMINATED ADDR�SS nr n 12"X 48",2 TUBE FLUORESCENT FIXTURE' WITH LENS License Stamp, I , IL7 W I NOTES J V F 1. FUEL BURNING EQUIPMENT SHALL BE EQUIPPED WITH AN I APPROVED AUTOMATIC MEANS WHICH WILL SHUT OFF FUEL SUPPLY TO EQUIPMENT IN THE EVENT OF IGNITION OR FLAME FAILURE 2007 C.M.C. onx. A 2. GAS PIPING EXTENDING THROUGH FOUNDATION WALL SHALL BE SLEEVED AND HAVE ITS OPENING SEALED ON OUTSIDE ?r�r• 2007 C.M.C. ` a ALL RECEPTACLES THAT SERVE THE COUNTER AREA OF I THE KITCHEN SHALL BE GFI PROTECTED,CEC 210-8. I 4. PROVIDE MIN.TWO(2)20-AMP SMALL APPLIANCE BRANCH Principal in Charge D. KENT CIRCUITS FOR KITCHEN THESE CIRCUITS SHALL HAVE NO --------------------------------------------- OTHER OUTLETS CE.C.210-52B2. Project Director r D. STODDARD L_____1 --------------1_____J 5. BATHROOM CIRCUITS SHALL HAVE NO OTHER OUTLETS, MINIMUM 20-AMP CIRCUIT. CEC 210-52(D). Project Architect D. KENT 6, DETECTORS SHALL SOUND AN ALARM AUDIBLE IN ALL Project Designer C. ADDINGTON SLEEPING AREAS OF THE UNIT, C.B.C.9072.10. Checked By F. YONEMORI 7. RECEPTACLE OUTLET LOCATIONS SHALL COMPLY WITH 2007 C.E.C.ARTICLE 210-52W, 8, NON-REMOVABLE BACKFLOW PREVENTION DEVICES ON ALL EXTERIOR HOSE BIBBS,PER C.P.C.5032.3 Sheet Title 9. FAU IN ATTIC PER CMC 315.PROVIDE LIGHT,POWER,GAS, ACCESS AND 30"WIDE WORK SPACE. PROVIDE PLAN 3113 CONDENSATE DRAIN UNE TO OUTSIDE,VENT TO OUTSIDE,AND COMBUSTION AIR PER CM.O CHAPTER 7. "A" SECOND FLOOR N ELECTRICAL SERVICE PANEL:2(Y 0"LONG,04 REE-BAR AT BOTTOM OF UTILITY PLAN FOUNDATION, 11. PROVIDE"QUICKFLASH'FLASHING AT ALL EXTERIOR ELECTRICAL PENETATION$-REFER TO DETAIL 13/D-4 12.HIGH EFFICACY LUMINARIES MUST BE PIN BASED Qcla"ALL BEDROOM LIGHTS,OUTLETS,AND SMOKE DETECTORS Sheet No. SHALL BE AFCI-PROTECTED, SECOND FLOOR UTILITY PLAN SHALL 1)4" 1 A-6.2A CADFILE• covrxlanr(C) PLOT DATE- No. Date Issue / Description 13 06/01/05 5096 SET PHASE II 3 Q 12/30/05 CLIENT REV,/75% Q 61/31/06 PLAN CHECK CORRECT. I I 0 02/21/06 BLD SUB SET/CLIENT RE I 0 09/22/06 FIELD REVISIONS I I 10 I ® UPDATE 07 25/08 PLAN C58-08 2007BHECK CO RECT. 07/25/08 SPEC.LEW CLIENT REV. TYP 4 ® 10/14/08 CLIENT REVISIONS ROOF TRUSSES R-38 INSULATION 14 BY OTHERS TYR AT CEILINGS D 3 L � TPL _ _ _TOP R-13 �7 --- -" INSULATION N61HE ClEN191E9DI1f011Y xux 10°i DAMI WIbW.CiDNi0 NJ1W 111EIIX IYP.AT wmwaunsEx;e+lDewleaxaesorexnclw"rro>o�aulDreawc« BE ROO ■3 ATH 2 EXTERIOR "m+m�cic^lw�o YKNOWUMBMxnxneeuacca>=sW*IH= WN6MICfIXi 51CIID ffAe�WaY K A.x NNDEx xBMJCIDNS IW�"I M SECOND FLOOR PLAN WALLS ° � F AD ib B a MAS BEDR M ib IEe`°"""°D�°ls"aeu"a'°"`1'E�"armtrx'`�a"°lEuu°"® R-1 INSULA N © - - TYP AT EX BED FL RE Project FFL_ - FOX AND JACOBS TPL REFER TO STRUCTURAL FOR FLOOR FRAMING SYSTEM — — _TO.P 13 AT ROSETTA 14 TREADS AT OCCUPANCY SEPARATION CANYON I I 10"EA=14'-8x �C.B.C.30 GY PROVIDE ❑ ao BOARD BAT a3 BEDROOM a5 TRACT #25477 I._ GARAGE FAMILY r1r— ' ' 12 SLOPE FOX AND JACOBS I i i i I I i I i i i --- -- — -- — — — — — — �I � I I — � REFER TO STRUCTURAL DRAWINGS F.F.GS FOR FOUNDATION REQUIREMENTS LAKE ELSINORE, p CALIFORNIA 111 _ u Jj L�-J SECTION A 2005-0508 fir � FIRST FLOOR PLAN - STAIR PLANS I SCALE:3,8"=1'-0" 13 KTGYGR0UP,114G 7j Architecture Plenhinf Envir°—tal —TTP7 4 /\ ROOF TRUSSES R-38 INSULATION 1® 17992 MITCHELL SOUTH BY OTHERS TYR AT CEILINGS IRVINE,CA 92614 ....:. _ i, (949)851-2133 TPL TAP (949)951.5156 FAX Irvine,California Ft-13 INSULATION. sum u r l ny TYP.AT c I Ll IIIEWxALLLS�oR License Stamp- ao BONUS ROOM W.I.C. n Nn l;o.r,n it I>:: n 13 14 r sae �o cn coi We � PI uc of sh 1p —lid FF .. (/ a TFL — REFER TO STRUCTURAL FOR FLOOR FRAM NO SYSTEM Tor Z --------- m HANDRAIL ON o WALL zb 1-V8" LIVING G KITCHEN } PLYWOOD Principal in Charge D. KENT TREADS TYP. Project Director D. STODDARD 1/2"PLYWOOD RISERS TYR Project Architect D. KENT 10 REFER TO STRUCTURAL DRAWINGS FOR FOUNDATION REQUIREMENTS Project Designer C. ADDINGTON 204 a Z., Checked Ely . F. YONEMORI N STRINGERS ¢6, A AT 16" w _ Ox O.C. Sheet Title SECTION B PLAN 3113 BUILDING SECTIONS I STAIR PLANS AND SECTION 14 TREADS AT - - 1d'EA=11-8" 11 Sheet No. STAIR SECTION SCALE,3/8"=T-Ir 2 BUILDING SECTIONS I SCALE:1/4x=1'-0" 1 A-6.3 CADFILE- corvxl —) PLOT DATE No. Date Issue / Description 06/01/05 50%SET PHASE II 12/30/05 CLIENT REV,/7596 © 01/31/06 PLAN CHECK CORRECT, © 02/21/06 BLD SUB SET/CLIENT RE ® 09/22/06 FIELD REVISIONS © 5-8-08 2007 C.B,C UPDATE ® 67/25/08 PLAN CHECK CORRECT. 07/25/08 SPEC.LEV./CLIENT REV, ® 10/14/08 CLIENT REVISIONS 76 THE MB RVYc—YH N TO QI DF*G DoAlANCTC11 TO WIG IK le]BD.'f iN NATNC u-ltCml FAPOR9 ON omfis N K PLUS NO eEO n)Ns OG W11DI a fgMnA6i0N THOHO, KNpNE06HBLF NrtH 11E_N1 f/JOEB"NIIW06O Wr6 `IION eNMAD RAA-LY PF MY.VE YMrTEN I MIDIFEM aCH 7MEKiCA6 N—SON59NLL BE RsC Fl10N TEN WWT PAM TO TIE D,LM CR CAIENT6 5l1BCANIWLTCRS AgCEF1MN3 NIIH ilE VpRC TIE DENT VI BE IFHtlr6Blf IOH INY DFhC15IN W 711 LTCN F TIEff RKKFI s W NOT fOLLC9lED Project FOX AND JACOBS AT ROSETTA PAINT GRADE PAINT GRADE CANYON II MDF SHELVES MDF SHELVES p p TRACT #25477 3930 3630 4830 4230 ® 430 4230 ® 430 _ __ _ D FOX AND JACOBS ------ - i � —�^- —y-> SOLID SOLID REFRIG — _ — -- — ---- SOLID Dw — -- ———— SOLID Dw I]] LAKE ELSINORE, zo SURFACE `} SURFACE SPACE F SURFACE FAN zd SURFACE FAN _- _ CALIFORNIA ®® O ®® r q ®® RANGE 5 ®® RANGE _ _ _\_ -- ---- TRAYS _ TRAYS --- D ---- --- --- --- --- --- o � � -- ---- � 2005-0508 639 BS3 DW O B48\ I m 442 B42 O VERIFY 24' 21' O CLEAR O VERIFY 12' O VERIFY 1211 .. Op KITCHEN KITCHEN WITH OPTIONAL MICROWAVE — 24"WIGHT © — 4"LIGHT „ III I uht /ii/i/i/ii/i/ FIXTURE_. i DENSHIELD/i Y ENSHIELD MIRROR 102k42' MIRROR 6Yk42' ' ' " �/ "" / // / IRROR 45'1 ! g7EDCAB MED,CAB. MED.CAB. KTGYGROUP,INC. Zip =4 =4 CULTURED Moaiueturo PlNmlae 6aHroameat.l § i CULTURED MARBLEeo CULTURED MARBLE 1» MARBLE 70P — TOP w/SPLASH AND TOP w/SPLASH AN Qp m w/4"SPLASH O 1'7992 MITCHELL SOUTH RETURN RETURN IP AND RETURN IRVINE,CA 92614 TUB/ TUB/ ID ID SHOWER m SHOWER i✓ " (9a(949)8s1-21 3 FAX = z' IIrvine,California VS N VS45 Ili"able ecodes nNn i UI n' iur "J tod is ia: © 32"MIN. A 32'MIN. A License Stamp. MASTER BATH BATH 2 BATH 3 1: , lo 'fl'Te LLl, :' :::.9 UI HARE SHELVES eB no Bd. LINE OF DOOR OPENING 12"DEEP VINYL — COATED WIRE SHELF P I Principal in Charger D. KENT Project Director D. STODDARD to r------ir------i l Project Architect r D. KENT Project Designer r C. ADDINGTON I ii i Checked By , F. YONEMORI WASHER II DRYER I SPACE II SPACE I II I Q LINEN PLAN 3113 Sheet Title r LAUNDRY HALL .2 INTERIOR ELEVATIONS Sheet No. INTERIOR ELEVATIONS 9GALL:3/8" 1 A-6.3A GADFILE. COPYRIGHT(rC) PLOT DATE- KEYNOTES No. Date Issue / Description _ 06/01/05 5096 SET PHASE II ❑1 ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL FALLING 12/30/05 CLIENT REV./7596 O3-COAT STUCCO-REFER TO BUILDERS SPECIFICATIONS FOR COLOR AND FINISH 2 CONCRETE STOOP 01/31/06 PLAN CHECK CORRECT, 3❑ 2x8 FASCLA/BARGE BOARD STUCCO SCREED-REFER TO DETAIL 5 e © 2-/21/06 BLD SUB SET/CLIENT RE D-3 D-3 QQ 09/22/06 FIELD REVISIONS ® QL FLASHING_REFER TO DETAILS D41 AND D51 14 MASONRY VENEER- EFER O BUILDERS SPECS © 5-8-08 2007 C.B.C.UPDATE 5❑ STUCCO OVER FOAM TRIM-REFER TO ELEVS.FOR SIZE AND TO DETAIL 10 1 ® 07/25/08 PLAN CHECK CORRECT. FOAM TRIM M E APP ED 0/ UCCO BROWN COAT. D-4 D-s Q 07/25/08 SPEC.LEV./CLIENT REV. SCR EN D AND R A IC E - R O 2"THICK SYNTHETIC ONE NEER-REFER TO S ELEVATIONS AND ATTIC VENTILATION CALOS.FOR SIZE ® 10/14/08 CLIENT REVISIONS N Q VENTS MUST BE PROTECTED WITH CORROSSIOIN BUILDERS SPECS 11 9 RESISTANT,NON-COMBUSTIBLE WIRE MESH WITH i/4• D-4 D-a ® O IMU E ING 16 DECORATIVE FALSE VENT-REFER TO 4 RESERVED ELEVATION FOR SIZE 5 ARCH TYP. CLASS"A"FIRE RATED DECORATIVE SHUTTER-REFER ❑V CEMENT10US SIDING-REFER TO BULDERS SPECS ED 10 ® 5 ARCH D _ _ _T.O.P TO ELEVS FOR SIZE AND TO DETAILS N TYP,3 - e DB3 D93 18 STUCCO CONTROL JOINT-REFER TO DETAIL D24 - ® ILLUMNATED ADDRESS z 5 TYP. H 9❑ STUCCO RECESS•REFER TO ELEVATION FOR SIZE wsarxB reunuanr ntox Tomouw calsmcla"ronom nEcr 8'k5i^E-2�► I—Q18gr� STUCCO OVER = 6"DIA DECOR FOAM PIPE VENTS-REFER TO ® WOOD TRIM-REFER ELEVATIONS FOR SIZE � �i v t '.m" z6 Q TYP 07 FOAM CORBEL w 10 DETAIL caaralcnniscuo�ws�roav eE,arvr.xwnEr iw'ym,cnora�m�ra ur," TYP. 12 _ c +r as r mare vna m�no�xi `rannccrarrrt vTOu 1EI4IJ 6 2x4 TYR - D-a au ra urr otrzcisuwramcroxsn vroc��s uc im Fouo� 3 -- --B,Bk48 NOTES TYP. STD. DETAILS Project HEAD F.F. 5 2x TOP,—" — - - — 1 ATTIC VENTILATION OPENINGS SHALL BE COVERED FOX AND JACO BS 5 -- - _T•�•P _ _ WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW PIASIiING 8 OPENINGS OF V4"IN DIMENSION SECTION 120321. D-5 AT ROSETTA z ����--{�� � t 2.PROVIDE INSULATION BAFFLES AT EAVE VENTS CANYON I I _ 1 ® rl�' 1 } •RAKE TO WALL DLVERTER: p 1 4 2 2 I, •VENT THROUGH ROOF: p 1 TRACT #25477 816'k56"� ����. FOX AND JACOBS o.c 15 _ r, _�� � 1,5" To ATTIC VENTILATION hL4 II I 'lilulA: :.---• •- �xa kTNI .Iu imlu ( tIIIIIIii 1 LII(Ilio ifi 6Im tl @ !',I uF.uIT - plpilllppi UIII II °" 411i (l r - 1 �IIIIIa1011 II j T r PER C.B.C.SEC,12032_PROVIDE A NET FREE VENTILATING AREA OF NOT LESS THAN 1/300 OF THE AREA OF LAKE ELSI NORE, THE SPACE VENTILATED,PROVIDED AT LEAST 50 PERCENT OF THE REQUIRED VENTILATION AREA IS PROVIDED CALIFORNIA 15 13 13 BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED,(AT LEAST 3 FEET ABOVE SAVE OR CORNICE VENTS) AREA ^ FRONT PARTIAL FRONT AT ® � ATTIC SQUARE FOOTAGE= 79SF L005-0508 ATTIC SQUARE FOOTAGE=1752 S.F. 79 SQ.FT.X 1/150 MS.F. OPT. 3-SPACE GARAGE T752 SQ,FT,X 1/300 684 S.F. 0,63 SO Fr.X 144 SQ IN.(REQUIRED) 76 S.I. -- - - - 584 SO,FT.X 144 SQ.IN.(REQUIRED) 841 S.I. VENTILATION: _ H V I TI N: MOHAGIN MODEL"M"#50044 x 86.25 SJ.= 8625 S.I. ALL CONDMONS AND (4 L1424 GABLE END VENTS x 168 Sl= 672 S.I. TOTAL PROVIDED: 8625 S.I. DIMENSIONS SAME AS LOW VENTILATION' BASIC ELEVATION (2)O'HAGIN MODEL"M"#50044 x 8625 Sl= 173 SL AREA UNLESS OTHERWISE ATTIC SQUARE FOOTAGE= 473 S.F. NOTED 473 SQ,FT.X V150 3.15 S.F. - TOTAL PROVIDED: 845 S.I, 3.15 SQ.FT,X 144 SO.IN,(REQUIRED) 454 SJ. AREA 2 HI H V N: ` ATTIC SQUARE FOOTAGE= 266 S.F, (3 OHAGIN MODEL°M"#50044 x 86.25 Sl= 25981 if 266 SQ.FF,X 1/150 177 S,F, VENT T1ON: 1,77 SO,FT.X 144 SO.IN,(REQUIRED) 255 SL (3 OHAGIN MODEL"M"#50044 x 8625 S.I.= 259 S.I. VENTILATION• TOTAL PROVIDED: 518 S.I. (3)OHAGIN MODEL"M"#50044 x 8625 S,l= 259 Sl TOTAL PROVIDED: 259 SA NOTE ALL ATTIC SPACES USING TO DESIGN THE REQUIRED ATTIC VENTILATION AR SHALL PROVIDE A VAPOR A RETARDER INSTALLED C.THE WARM SIDE KTGY GROUP,INC. ® THE ATTIC INSULATION PER D ON THE NOTE: ALL VALUES SHALL BE CONFIRMED PRIOR TO (�(�(�{1 I}-y _—lNSU��N Am6itedum Plamins Eavimumeatel INSTALLATION BY SUBCONTRACTOR ANY DEVIATIONS OR •(YYY•W SUf(VVV R� � 3 DISCREPANCIES SHALL BE FORWARDED TO THE ARCHf ECT "^' " " 6(2)14'k24"� FOR RECALCULATION OF ATTIC VENTILATION 17992 MITCHELL SOUTH IRVINE,CA 92614 T.O.P. 1 2 (949)851-2133 2x4 TYP.5 - D-1 D-1 (949)851-5156 FAX - HEAD Irvine,California 1X4 = r-- ------ , License 18'k58"8 Q JAMB 4 TYP. 0 § I a yv --- R } w �— S2X4ILL 5 ❑ I se Stamp, ----- y V -4 � I ��4 — — — F.F. if TYP - — — — — — — — — — — — — — —T.O.P. _ 3 BUILDING LINE _ Q AREA 1 I 412 MANUFACTURED LOW'S" Fl ®® ��_ rr_r: RIDGE CONCRETE ROOF TILE, ® \ a €• = 4:12 7 I "EAGLE"ICBO#ER-4660 O _ _ OR AN APPROVED EQUAL O I eNLr) Principal in Charge D. KENT Project Director . L� 1 D. STODDARD �F1 Project Architect D. KENT _, I�Olmll�l '1�iNLw� °i�LoHLk Imo' .- ,Iu`� ,,,rnII1110111 Iliu�d.� �d5� i�._,, g 13 -------� Project Designer C. ADDINGTON RETURN TRIM TO I� ———— BTDEYARD WALL 2xa w/,, I r�1 I Checked By . F. YONEMORI STUCCO v v J L.-II I SEE SMIL DRWGS OVER LEFT (J ; Al2 I -- VV ❑ —�� — I Sheet Title AREA 3 L J PLAN 3113 OHAGIN VENT- I L J I I TYP. T V----- — J 412 I I "A" EXTERIOR ELEVATION TYP. ,1 — -- ----- i AND ROOF PLAN - a El A, ' 2 RFA2 r� _ �1�\ ------ LS��� Sheet No. 'A' EXTERIOR ELEVATIONS SCALE:1/4'=T-a' 1 ROOF PLAN I SCALE:1/8"=1'-0" 21 A-6.4 CADFII- PLOT DATE KEYNOTES No. Date Issue / Description _ 06/01/05 50%SET PHASE II ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL PollDNG Q 12/30/05 CLIENT REV./75% 2❑ 3-COAT STUCCO-REFER TO BUILDERS SPECIFICATIONS 0 01/31/06 PLAN CHECK CORRECT. FOR COLOR AND FINISH 12 CONCRETE STOOP 3 248 FASCAIBARGE BOARD 13 STUCCO SCREED-REFER TO DETAIL 02/21/06 BUD SUB SET/CLIENT RE ❑ ❑ 5 6 D-3 D-3 0 09/22/06 FIELD REVISIONS ® GI FLASHING-REFER TO DETAILS p AND ps t 14 MASONRY VENEER- EFER O BUILDERS SPECS © 5-8-08 2007 C,B.C,UPDATE 6❑ STUCCO OVER FOAM TRIM-REFER TO ELEVS FOR SIZE AND TO DETAIL 10 1 ® 07/25/0$ PLAN CHECK CORRECT. FOAM TRIM MUST BE APPUED 0/ BROWN COAT. D-4 D-s 07/25/08 SPEC.LEV./CLIENT REV, 6 SCR END AND 0 E A C - EF R O ® 2"THICK SYNTH IC N ER-REFER TO ® 10/14/08 CLIENT REVISIONS ELEVATIONS AND ATTIC VENTILATION CALLS,FOR SIZE BUILDER'S SPECS g VENTS MUST BE PROTECTED WITH CORROSSION ® RESISTANT,NON-COMBUSTIBLE WIRE MESH WITH 1/4" D-a D-a — MU 0 N _ ❑ DECORATIVE FALSE VENT-REFER TO 7❑ RESERVED 16 ELEVATION FOR SIZE CLASS"A"FIRE RATED DECORATIVE SHUTTER-REFER ] CEMENTOUS SIDING-REFER TO BUILDER'S SPECS, - 8® 10 TYP DB3 D93 TO ELEVS.FOR SIZE AND TO DETAILSg� 18 STUCCO CONTROL JOINT-REFER TO DETAIL D�4 — —-- 0 STUCCO RECESS-REFER TO ELEVATION FOR SIZE ® ILLUMINATED ADDRESS xsTMeGE_—oan ouw oamuiDi+ro xom nE xonEer 6"DIA DECOR FOAM PIPE VENTS-REFER TO MmlAa THlCDrtll KNO6 0A�018xnE Rasxos¢CACAn»s6wHD1 z ® ® WOOD TPoM-REFER ELEVATIONS FOR SIZE Ica ansoaDio+ w�M. � s ��a CI DETAIL "DeEVEo ExiG6 off amx+s swi eEDAn mou nE eHGnFci FHas ro nE t GFM OR GFNS SECONIMCttMtS PFOGEEGNp 1NM 11E VKWI nE GEM WLL BE D-4 q'90N�IE WP xn aEFCL15 x CONSnUCTSIN F IIFg PIRYEOIR61IE Wi iGLGNID F _ 18 NOTES TYP. STD. DETAILS Project ' F 5 2x10 6 16'k6..,lQ to I ATTIC VENTILATION OPENINGS SHALL BE COVERED 6 FOX AND JACOBS _ _ _ _ F.F. _ WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING TOP. _ _ T.O,P. OPENINGS OF 1/4"IN DIMENSION, SECTION 120a2.1 D 6 AT ROS ETTA 5 2 PROVIDE INSULATION BAFFLES AT EAVE VENTS 9 CANYON II H 4�p •RAKE TO WALL DNERTER D-1 5 JAMB B TRACT #25477 _ 5 SILLTMP FOX AND JACOBS T.o,c. _ _ _ _ _ _ _ e _ _ _ _ _ T.o,c LAKE ELSINORE, IIII�I �lullloll a 1Iuu111 �, . � �. . lolIIIIIi�lla �� � — — CALIFORNIA 13 12 9 PARTIAL_ REAR REAR 2005-0508 AT OPT. 3-SPACE GARAGE ALL CONDITIONS AND DIMENSIONS SAME AS BASIC ELEVATION UNLESS OTHERWISE NOTED KTGYGROUP,INC. Amhitaatum PAming anvir—ontnl - 17992 MITCHELL SOUTH IRVINE,CA 92614 (949)851.2133 _T.O,P. n..,...: (949)951-5156 FAX Irvine,California FTI v, License Stamp. F / QTYP, iP 18k �68"4 or K ® � i �p vase Vn I g vo 4TYP. ,,IS _ _ _ �\ <I tiS; lviltl. � F CZ I T.O.P. — — — — — — — — — - --- — TO — — — — FF 80 w ... I I Iu 2 2 Principal in Charge D. KENT Project DAIRD DirectorD. $T TOC Project Achitect D. KENTT.O.0 ___Ji J o III aiinilill "'I'I'..��">:.iu+>aillll II .. �����IaI �a��fw �6k77."*,`C Project Designer C. ADDINGTON 712 �Is� Checked By . F. YONEMORI RETURN TRIMTO 1,*6"G.I.SCREENED RETURN TRIM TO ., ED RIGHT SIDEYARD WALL VENTS HIGH&LOW SIDEYARD WALL VENTS HIGH&LOW SEE CIVIL SEE CIVIL Sheet Title • PARTIAL RIGHT PLAN 3113 AT OPT. 3-SPACE GARAGE W EXTERIOR ELEVATION ALL CONDITIONS AND DIMENSIONS SAME AS BASIC ELEVATION UNLESS OTHERWISE NOTED _ Sheet No. 'A' EXTERIOR ELEVATIONS SCALE:1/4"=1' 1 A-6.4A CADFILE- G 'YHIGHTQa) PLOT DATE, ion KEYNOTES No 06/01/05 50%SET PHASEt1I ❑ 1 DOUBLE SINK WITH GARBAGE DISPOSAL WITH AIR GAP FOR 12/30/05 CLIENT REV./7596 DISHWASHER ElDISHWASHER WITH AIR GAP- 01/31/06 PLAN CHECK CORRECT, VERIFY DIMENSIONS WITH MANUFACTURERS SPECIFICATIONS © 02/21/06 BLD SUB SET/CLIENT RE 3❑ 39"CLEAR REFRIGERATOR SPACE PROVIDE RECESSED COLD WATER 4 09/22/06 FIELD REVISIONS BIBB AND SHUT-OFF FOR ICE MAKER, WHIRLPOOL SLIDE-IN RANGE WITH HOOD,LIGHT,FAN, © 5-8-08 2007 C.B.C.UPDATE § BONUS ROOM HALL 2 v lu AND OPT.MICROWAVE ABOVE(VENT TO OUTSIDE AIR). ® 07/25/08 PLAN CHECK CORRECT BATH 2 5❑ RESERVED, 07/25/08 SPEC.LEW CLIENT REV. ® _ © GYP,BD.SOFFIT-REFER TO PLAN FOR HEIGHT(5). Q lO/14/O8 CLIENT REVISIONS 7❑ PANTRY WITH(4)MDF SHELVES(WIDTH NOTED ON PLANS). - .. 8❑ PEDESTAL LAVATORY 9❑ RECESSED MEDICINE CABINET ® SURFACE MOUNTED MEDICINE CABINET I ® 2X6 WALL® — � BEDROOM 2 BEDROOM 3 11 42Y102"TUB AND SHOWER LINT BY LASCO OR EQUAL WITH TEMPERED GLASS SHOWER ENCLOSURE. CONTROL VALVES TO BE ff�I PTO uIIE RIM�NT�CRAI EOF*01 PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER C.P.C.418A. "wm+aow�AYmw+eL" viwnccemaaul L___________ ICRCFHE�EBIOIB OP q.CSKK&SIWL&:fECfAED FPpA iHF OACMECf PIp1 TO ilE 12 SURROUND ONE PIECE FIBERGLASS FINS H F AND SHOWER WITH CURTAIN R LAS ❑ SURROUND TO 72"ABOVE FINISH FLOOR PROVIDE CURTAN ROD, CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER C.P.C.41SD ..... I 2A 369c60"ONE PIECE FIBERGLASS TUB AND SHOWER WITH HBERGLAS ILA —_ ❑ SURROUND TO 72"ABOVE FINISH FLOOR PROVIDE CURTAIN ROD, Project MAXI GROL V L PER O BE PRESSSURE BALANCED OR THERMOSTATIC PIECE FIBERGLASS SSTUBAND PODCIHREI FOX AND JACO BS SURROUND T 72"ABOVE FINISH PROVIDE ROD. CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC AT R O S ETTA MIXIFAU IN VALVES PER C. 4180. CANYON I I ® FAU IN ATTIC PER C.M.C.C.3050.PROVIDE LIGHT,POWER,UNOBSTRUCT ED 24"PASSAGE,30"WDE WORK SPACE AND ADEQUATE AIR SUPPLY. PROVIDE CONDENSATE DRAIN NE TO OUTSIDE VENT TO OUTSIDE AND COMBUSTION AIR PER O.M.C.CHAPTER 7. TRACT #2[A77 ❑ 30'49'ATTIC ACCESS,MIN.(PROVIDED FAU.MAY PASS THROUGH) 1 l�L-1l.1 7tLJ`t / u WITH MIN,30"CLEAR HEADROOM, PROVIDE SWITCHED LIGHT,11OV. 26Y-0"IN LE GTM.SOLD FLOORING TO FAIL,(NOT MORE THAN FOX AND JACO BS L--------------------------------------------------------------------- 16 WASHER SPACE,PROVIDE RECESSED WATER AND DRAIN CONNEC- TIONS PROVIDE'SMITTY"PAN AND DRAIN AT SECOND FLOOR LOCATDRYER SPACE, PA PROVIDE AJR LAKE ELSINORE 17 WITH A BACKDRA DAMPE DRYERPER EC.MC,SEECTONE50a3 QM'I-0"MAX. LENGTH WITH A MAXIMUM OF TWO 90 DEGREE ELBOWS. CALIFORNIA OWATER HEATER ON A 18"HIGH PLATFORM WITH SEISMIC STRAPS AND VENT TO OUTSIDE PROVIDE PRESSURE RELIEF VALVE WITH DRAIN TO OUTSIDE COMBUSTION AIR PER C.M.C.CHAPTER 7. SEE 0 0 _O O DETAIL 3/D-a RESERVED. ® 20 OCCUPANCY SEPARATION PER C.B.C.SEC 406.14 BETWEEN GARAGE M AND LIVING(R-3)WALLS-V2"GYP,BOARD ON GARAGE SIDE OF ALL CONDITIONS AND WALLS ADJACENT TO LIVING AREAS CEILINGS BELOW HABITABLE DIMENSIONS SAME AS AREAS AND SUPPORTING ELEMENTS SHALL RECEIVE ONE LAYER OF BASIC PLAN UNLESS 5/8"TYPE'XI GYP BOARD OR COMPLY WITH TRUS JOIST PFC-4354, Owu OTHERWISE DIED (OR APPROVED EC JAU AC CONDENSER ON WEATHERPROOF PAD 3"ABOVE GRADE(VERIFY 21 SIZE AND LOCATION)PROVIDE 22OV.WEATHERPROOF DISCONNECT. r�1 PROVIDE 110V WEATHERPROOF OUTLET WITHIN 25'-0"OF UNIT. ho 'B' PARTIAL SECOND FLOOR PLAN SCALE 1/4"=1'-0" 2 22 SPACE U DER STAIRS,CB.0 11009,BOARD AT WALLS AND C5,3LING AT ENCLOSED,USABLE 23 N6 FLAT BLOCKING AT-W ABOVE FINISHED FLOOR FOR 24"WIDE } TOWEL BAR 24 a4'k8"GI.S R NE BUS ON AIR VEMB-O E H HI '. II- 12 OF CEILING AND ONE LOW,WITHIN 12"OF FINISHED FLOOR VENTS MUST BE PROTECTED VUTi0 CORROSSION RESISTANT,NON- ``ii 4 '' CO B TI LE VdR M SH WT 1/4" OPENINGS RETURN TRIM TO LIVIN LAUNDRY U 25 3 1/2"DIAMETER PIPE BOLLARD SIDEYARD WALL _ _ _ SEE CIVIL r �rr 1 it — VINYL-COATED WIRE,12"DEEP SHELF AT 67"ABOVE FINISHED KTGY G ROU P,INC. DRAWINGS FOR _II BATH 3 26 FLOOR Arohltacturo RIEnvironmentalLOCATION =__' 27 .BD.LOW WALL/SHELF REFER TO PLAN FOR HEIGHT. - XT. ❑ STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR HEIGHT(% 17992 MITCHELL SOUTH IRVINE,CA 92614 7 � 29 STUCCO SHELF,SLOPE TO DRAIN , o .,ii ii,.., .. (949)851-2133 PORCH ENTRY ———J STONE/BRICK VENEER-REFER TO EXTERIOR ELEVATIONS. (949)851-5156 FAX ap 4" 31 ARC REFER SOFFIT-REF TO EXTERIOR ELEVATONS FOR Irvine,California F HEIGHTS. ,. ,. ❑ 14'SJ8"VENT ABOVE DOOR(100 SO IN MAV(ELIP AII NOTES License Stamp. OPT. 3-SPACE t ALL GLAZING(FENESTRATIONS)SHALL BE INSTALLED WITH A CERTFYNO LABEL '(\ GARAGE ATTACHED,SHOW NO THE 1F VALUE �,.,.• -y ,,.:' `4x4 POST 2�PACE CLG. z vTUBE,NDows AnwcENT r0 TUBE,SHOWERS AND TUg/sHOW iS,Xr'SrAIRWAY3,OR i'r ,•�o i' REFER TO AG RAGE CONC. ADJACENT TO AND WITHIN 24"OF EITHER EDGE OF THE DOOR SHALL BE FULLY ;IJ Ca\ 4Fyca j STRUCT. _——— —— TEMPERED,LAMINATED SAFETY GLASS OR APPROVED PLASTIC,PER GBG 24M 2 0 SEEPING ROOMS SHALL HAVE A WINDOW OR EXTERIOR DOOR FOR EMERGENCY Jlll•;f'. L_————— ESCAPE SILL HEIGHT SHALL NOT EXCEED 44"ABOVE THE FLOOR WINDOWS MUST HAVE AN OPENABLE WIDTH 20"AND THE MINIMUM OPENABLE HEIGHT 24".THE EMERGENCY DOOR OR WINDOW SHALL BE OPENABLE FROM THE INSIDE TO P � A FULL CLEAR OPENING WfTHOU THE USE OF SEPARATE TOODS,CBC SECTION jy 1D2S RETURN TRIM TO 4 IN SHOWERS AND TUB-SHOW COMBINATIONS,CONTROL VALVES MUST BE PRESSURE SIDEYARD WALL BALANCED OR THERMOSTATIC MIXING VALVE$CPA.SECTION 418a CIVIL S APPLIANCE IN DOWNED SPACE PROVIDE TWO OPENINGS NTO ENCLOSURE EACH SEE SEE CIVIL FOF� HAVING I SO.IN PER 1=STEM INPUT FREELY COMMUNICATING VATH OTHER Principal in Charge . D. KENT UNCONRNED INTERIOR SPACES,MINIMUM 100 SG IN EACH OPENING C.MA SECT 701 LOCATION 6. NEW WATER CLOSETS AND ASSOCIATED FLUSHOMETER VALVES,IF ANY,SHALL USE Project Director . D. STODDARD NO MORE THAN 16 GALLONS PER FLUSH AND SHALL MEET PERFORMANCE STANDAR9 ESTABLISHED BY THE ANEW-AN NATIONAL STANDARDS H d S.CODE Project Architect • D. KENT SECTION 1/921,90 7. PROVIDE'081SSxld'AT ALL SHOWER HEAD LOCATIONS-FEFER TO DETAIL 6/D4 Project Designer . C. ADDINGTON ® B WINDOW BE INSULATING GLPSS LINTS WITH A MININMUM OF TEMPERS Checked BY ' F. YONEMORI BRICK VENEER 9. PANE,GLPSS BLOCK OR 20-MINUTE RATED EXTERIOR DOORS SHALL BE OF APPROVED NONCOMBUSTIBLE CONSTRL4 7OR OR LEDGE SOLID CORE WOOD HAVING STILES AND RALS NOT LESS THAN 1 t THICK WITH INTERIOR FIELD PANE THICKNESS NO LESS THAN 1t THICK,OR SHALL HAVE A ARE RESISTANCE RATING OF NOT LESS THAN 20 MINUTES WHEN TESTED ACCORDING TO ASTM E-2074 Sheet Title . s'-a" s'-a' PLAN 3113 "B" PARTIAL FIRST AND a-a° . .-._ SECOND FLOOR PLANS 4U-0" ALL CONDITIONS AND DIMENSIONS SAME AS BASIC PLAN UNLESS OTHERWISE NOTED ' Sheet No. 'B' PARTIAL FIRST FLOOR PLAN SCALE:1/4"=1'-0" 1 A-6.5 CADFILE GovrWioHr�G) PLOT DATE KEYNOTES No. Date Issue / Description 06/01/05 50%SET PHASE II El ROOF MATERIAL-REFER TO ROOF PLAN ®W METAL RNUNG �_ 12/30/05 CLIENT REV./75% 3-COAT STUCCO-REFER TO BUILDERS SPECIFICATIONS 01/31/06 PLAN CHECK CORRECT, 2 12 CONCRETE STOOP FOR COLOR AND FINISH 3❑ N8 FASCWBARGE BOARD ❑E STUCCO SCREED-REFER TO DETAIL a e © 02/21/06 BLD SUB SET/CLIENT RE D-3 D-3 0 09/22/O6 FIELD REVISIONS ® Gl FLASHING-REFER TO DETAILS 041 AND D51 14 MASONRY VENEER- EFER 0 BUILDERS SPECS, © 5-8-08 2007 GRID,UPDATE 5❑ STUCCO OVER FOAM TRIM-REFER TO ELEVS.FOR SIZE AND TO DETAIL 10 1 ® O7/25/08 PLAN CHECK CORRECT. FOAM TRI MUST E APP ED 0/ BROWN T. 07/25/08 SPEC.LEVJ CLIENT REV 6 SCR N D AND 0 E A IL VEN - F R 0 ® 2"THICK SYNTHETIC N ER-REFER TO © 10/14/08 CLIENT REVISIONS ELEVATIONS AND A -VENTILATION CALCS FOR SIZE BULDERS SPECS 11 9 VENTS MUST BE PROTECTED WITH CORRCSSION STUCCO 0/8x12 RESISTANT,NON-COMBUSTIBLE WIRE MESH WITH 1/4" FOAM CORBEL-TYP. IMU 0 N ® DECORATIVE FALSE VENT-REFER TO — — 4 7� RESERVED ELEVATION FOR SIZE — TYP ❑ CLASS"A"FIRE RATED DECORATIVE SHUTTER-REFER ❑n CEMENTIOUs SIDING-REFER TO BUILDERS SPECS __ _ 5 Px4 D 8 TO ELEVS FOR SIZE AND TO DETAILS — — — — — — HEAD — —TO,P _ 8 9 18 STUCCO CONTROL JOINT-REFER TO DETAIL 2 — --- ------- TYP.3 9 D-3 D-3 ❑ D-4 ..... z TYP ® ILLUMINATED ADDRESS i^"tmrvoa oxr r5cam arolewaswrswne Horn"o sPDsr+nas cswnl 9 STUCCO RECESS-REFER TO ELEVATION FOR SIZE rts,rec.Exls astx�un rwnroon DlANG wrsmcronrotnirrne,wnnocr 8 8'k48" 2 , ® 8 18'k48" ® ❑ 6"DIA DECOR FOAM PPE VENTS-REFER TO ® WOOD TRIM-REFER ELEVATIONS FOR SIZE camncrax ilalatsLr"rnw,IDOFoals tvix,�aw"c mots nro u[mms art Ct 1 cirM on aExrs s.iawxm.crogs artocTme�mm wo"c nEnrsrr vu aeE Z F = ❑ DETAIL rfsasas tort ua oEtTcrsncoromucisPocmrts aa-uDr warm = 6 8 1 ® ® 4P W ® ® Bo a Elf12'k48' -- -- - SSILL g _,, - NOTES TYP. STD. DETAILS Project F F.F. — \,\ I ATTIC VENTILATION OPENINGS SHALL BE COVERED 8 18'k48" 2x6 TO,P 5 5 TO WI ,P WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING: 8 FOX AND JACOBS OPENINGS OF 114"IN DIMENSION. SECTION 120321 D 5 AT ROS ETTA 2.PROVIDE INSULATION BAFFLES AT SAVE VENTS. CANYON 11 e •RAKE TO WALL DIVERTER: 4x CORBEL ® ® ®® ] ® � 1 D-1 19 1: = e TRACT #25477 t7= 8x8 POST W/ 5 2x4 ® ® 2 to ] 2 VENT THROUGH ROOROOF' D-1 0 20 TRIM TOP L9 MM = 2x8 TRIM BTM ggo a FOX AND JACOBS �r 000_ � . .c �0 00 - - ATTIC VENTILATION .O,C - 00 N LAKE ELSINORE PER CBC SEC 12032-PROVIDE A NET FREE VENTILATING AREA OF NOT LESS THAN 1/300 OF THE AREA OF 2 THE SPACE VENTILATED,PROVIDED AT LEAST 50 PERCENT OF THE REQUIRED VENTILATION AREA IS PROVIDED CALIFORNIA 110 14 BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED,(AT LEAST 3 FEET ABOVE EAVE OR CORNICE VENTS) AREA 3 FRONT I& AREA 1 ATTIC SQUARE FOOTAGE= 79 BE /'�005 O O PARTIAL FRONT AT ATTIC SQUARE FOOTAGE=T752 S.F. F. .53 S0.FT.X 144 SQ FF.X V144 S3 S.F. L -- - 1752 SO,FT,X 1/300 5.84 S.F. SD,IN(REQUIRED) 76 S.I. OPT. 3-SPACE GARAGE >5.84 SQ FT.X 144 SQ.IN(REQUIRED) 641 S.I. VENTILATION: HIGH VENTILATION: (1)O'HAGIN MODEL"M"#50044 x 8625 Sl= 86 SL (1)O'HAGIN MODEL"M"#50044 x 86.25 SA= 86 S.I. TOTAL PROVIDED: 86 SA ALL CONDITIONS AND (3) DL24 DORMER VENTS x 135 S,I,= 405 S.I. DIMENSIONS SAME AS >(3) DL24 DORMER VENTS x 135 S).= 491 S.I. AREA 2A BALK ELEVATIONUNLES ATTIC SQUARE FOOTAGE= 462 SF NOTEDS OTHERWISE 5 O'MII MODEL"M"#50044 x 8625 SL= 431 SI, 462 80.FT.X 1/150 308 SR 308 60.FT,X 144 80.IN.(REQUIRED) 444 S.I. TOTAL PROVIDED: 922 S.I. HI I T Naw AREA 2 3 O'HAGIN MODEL"M"050044 x 8625 BE= 259 S,6 diVIL ATTIC SQUARE FOOTAGE= 255 SF, 255 SQ FF.X 1/150 1.7 S.F. 3 O'HAGIN MODEL"M"#50044 x 8625 31= 259 8.1, 1.7 SO.FT.X 144 SO.IN.(REQUIRED) 2458.1. TOTAL PROVIDED: 518 S), 3 O'HAGIN MODEL"M"#50044 x 8625 S.L= 259 SI. NOTE: ALL ATTIC SPACES U TO DESIGN THE TOTAL PROVIDED: 259 Sl REQUIRED ATTIC VENTILATIONN AR ON PROVIDE A KTGY GROUP VAPOR RETARDER INSTALLED ON THE WARM SIDE OF ,[Nc. NOTE: ALL VALUES SHALL BE CONFIRMED PRIOR TO THE ATTIC INSULATION PER C.BQ 12032. THERMAL Amhltaotum Planning Environmental INSTALLATION BY SUBCONTRACTOR ANY DEVIATIONS OR INSULyATION DISCREPANCIES RECALCULATION OF ATTCC VENTILATTION HE ARCHITECT ( �5 -,--INSULATION �RETAAAPOR %� FAA 17992 MITCHELL SOUTH 3 %low ® -- CEN.INQ IRVINE,CA 92ti14 6 WWI 33 T.O.P. 9)8 -51 6 F 2x4 TYP.5 — — — — — _ W... D 1 D 1 (949)851.5156 FAX -- - - HEAD - Irvine,California JAMB P 5 -.... ® ® -- ---- �---- ROOF LHJE Stamp, ~_ VVV/ , License SILLTYP.5 4 TYP. L SILL \� _ 1 a ., 18 �Q \ c ,NAh!�.,,. 18k �� on cl aucit %Jw V — — — — — — — — — — — — — — — — — —T.O.P. _ 3 Q AREA 1 {troN'Il .'. ----- - BUILDING LINE ❑® RIDGE I MANUFACTURED LOW"S" - .. .. 00 �$ I CONCRETE ROOF TILE, I "EAGLE"ICBO#ER-4660 Principal in Charge D. KENT v F a 4;12 W L� 7 OR AN APPROVED EQUAL p 9 �I�III�111 _ I (ol.�rs is oNLTJ Project Director D. STODDARD S T.O.0 , Project Architect D. KENT — — — — — — — � � — -� � „p � _ � I Project Designer � C. ADDINGTON Checked B F. YONEMORI ----_—_—_—, RETURN TRIM TO 2x4 w/ .o � L.-I I I y SIDEYARD WALL STUCCO LEFT V 4:12 VVV I I SEE SIVIL DRWGS OVER Q'\xQ 1 4 I� jav j ��� �A Sheet Title ❑ l L-�/L J I I PLAN 3113 �\ 1 1 "B" EXTERIOR ELEVATION n 412 - 1 4,12j y`i AND ROOF PLAN NP' - a OHPAGIN VENT 4:12 r, I I EJ A-I -----J .. -_-_------------- AREA2A Sheet No. f EXTERIOR ELEVATIONS SCALE i,4°=P 1 ROOF PLAN SCALE:1/8"=1-0" 2 A-6.6 CADFILE- COrtvggHi PLOT DATE- KEYNOTES No Date Issue / Description ❑ 06/01/05 50%SET PHASE II 1 ROOF MATERIAL-REFER TO ROOF PLAN ® 11 METAL RAIUNG�/ �i 12/30/05 CLIENT REV./7596 3-00AT STUCCO-REFER TO BUILDERS SPECIFICATIONS 01/31/06 PLAN CHECK CORRECT FOR COLOR AND FINISH ® CONCRETE STOOP © 62/21/06 BLD SUB SET/CLIENT RE 0 2x6 FASCIA/BARGE BOARD 13 STUCCO SCREED-REFER TO DETAIL 5 6 D-s D-s Q 09/22/06 FIELD REVISIONS 4❑ GI FLASHING-REFER TO DETAILS U41 AND D51 ® MASONRY VENEER- FER O BUILDERS SPECS © 5-6-08 2007 C.&C,UPDATE AND TO DETAIL 5❑ STUCCO OVER FOAM TRIM-REFER TO ELEVS FOR SIZE t0 1 © 07/2S/OS PLAN CHECK CORRECT. FOAM TRIM MUST BE APPLIED O/S BROW COAT. D-4 D-5 0 07/25/08 SPEC.LEV./CLIENT REV, 6 BCREEN D AND 0 A VEN - EF R O 2"THICK SYNTHETIC ONE y�NEER-REFER TO ELEVATIONS AND ATTIC VENTILATION CA.LCS.FOR SIZE u❑ BULDERS SPECS lO/14/O8 CLIENT REVISIONS Q VENTS MUST BE PROTECTED WITH CDRROSSON STUCCO OVER RESISTANT,NON-COMBUSTELE WIRE MESH WITH V4" D—a D-a 8x12 FOAM CORBEL 16 DECORATIVE FALSE VENT-REFER TO 7❑ RESERVED ELEVATION FOR SIZE © CLASS"A"FIRE RATED DECORATIVE SHUTTER-REFER CEMENTOUS SIDING REFER TO BUILDERS SPECS. TO ELEVS,FOR SIZE AND TO DETAILS N _ _ _ _ _ D83 D93 ® STUCCO CONTROL JOINT-REFER TO DETAIL D24 — _ T.O.P. _ - --- - ---- 9❑ STUCCO RECESS-REFER TO ELEVATION FOR SIZE 19❑ ILLUMINATED ADDRESS s s ne au+rs rtsroxwn xbn To an ouaacaeigcilon to lom me emf"cr z ^en"+s a Aw arr�rvm Baas m o.Faors xF�[aArarra srarAnors a wxai 6"DA DECOR.FOAM PIPE VENTS-REFER TO ® WOOD TRIM-REFER ELEVATIONS FOR SIZE canwcroAnrnara-v vnm m[ainxooxsa Axo ue'roo>a O ® 10 DETAIL mrvsmicra+sxaw aE,mxa s:AwN€wmiFx FsneictDra enaswxs axx LL 7 = 1 PFALa.ID CDigla aVa.BCAMMG'TOR6 aiIXApNG Nam TE VAWC 11E aEM NLL BE ® - � Z� � � D-4 1ESN1L'Al£fa AW FBECS IN CONSIIF1C11pN F 11ESE xVOCF➢U6 NE Na FalaA� F ® g NOTES TYP. STD. DETAILS Project p 5 2x10 8 18'k56" 18 — 1.ATTIC VENTILATION OPENINGS SHALL BE COVERED 8 FOX AND JACOBS 3 F.F. WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING: TAP OPENINGS OF V4"IN DIMENSION. SECTION 12002.t D-5 AT ROSETTA 2.PROVIDE INSULATION BAFFLES AT FAVE VENTS, e CANYON I I 5F4.4�P. •RAKE TO WALL DMERTFR: 9 -0 7 D-1 � �� - 5 1x4 TYP. _ C71 JAMB F = VENT THROUGH ROOF: e TRACT #25477 D-1 m = 5 SILLTMP FOX AND JACOBS e T.O.C. - _ _ - _ _ - _ - T.oc LAKE ELSINORE, �u11I�.i l 11I illl �i Illi� �_ I CALIFORNIA 13 12 9 PARTIAL REAR _REAR 2005-0508 AT OPT. 3—SPACE GARAGE ALL CONDITIONS AND •. .... DMENSONS SAME AS BASIC ELEVATION UNLESS OTHERWISE NOTED KTGY GROUP,..,, A.hl eafti. Pl-ains Eovl--bal 17992 MITCHELL SOUTH IRVINE,CA 92614 ® 6 WWI (949)851.2133 — — — - - ... T.OP. _ (949)851-5156 FAX �_ - ® ® .. Irvine,California ���,..[yell pi-1I11t•' rl . ... 4 .1 License Stamp. 4 TYP. F�. T.O.P. — — — — — — — — — — — — — — — — — — — — — — T.O.P. rS n IAA IIII u l r- O 5 2x4 2 O 5 2x4 iii 'ii aD / ili ii } 2 g Principal in Charge • D. KENT Project Director . D. STODDARD 14l u TO Project Architect D. KENT IIIIILIIIIIII rilurlu . h'011iiiimm . ,„ OIII Dodgy „. Project Designer . C. ADDINGTON 12 -" RETURN TRIM TO 12 13 Checked By , F. YONEMORI RETURN TRIM TO 14"5<6"G.I.SCREENED SIDEYARD WALL 14k6"GI.SCREENED RIGHT SIDEYARD WALL VENTS HIGH&LOW SEE CML VENTS HIGH&LOW SEE CML PARTIAL RIGHT Sheet TitlePLAN 3113 AT OPT. 3-SPACE GARAGE "B" EXTERIOR ELEVATION ALL CONDTIONS AND DIMENSIONS SAME AS BASIC ELEVATION UNLESS OTHERWISE NOTED Sheet No. 'B' EXTERIOR ELEVATIONS SCALE 1/4„-1-0' 1 A-6.6A CADFILE• COPTRIUHT i C) PLOT DATE, - No. Date Issue / Description KEYNOTES 06/01/05 50%SET PHASE II f:I DOUBLE SINK WITH GARBAGE DISPOSAL WITH AIR GAP FOR z! 12/30/05 CLIENT REV./75% LJ DISHWASHER DISHWASHER WITH AIR GAP- © 01/31/06 PLAN CHECK CORRECT, VERIFY DIMENSIONS WITH MANUFACTURERS SPECIFICATIONS Q 52/21/06 BLD SUB SET/CLIENT RE 0 39"CLEAR REFRIGERATOR SPACE PROVIDE RECESSED COLD WATER BIBB AND SHUT-OFF FOR ICE MAKER. a 09/22/06 FIELD REVISIONS ^ ���n^^^ v U O T a WHIRLPOOL SUDEAN RANGE WITH HOOD,LIGHT,FAN, 05 5-8-08 2007 C.BO. UPDATE BONUS ROOM HALL 2 l u AND OPT.MICROWAVE ABOVE(VENT TO OUTSIDE AIR © 07/25/08 PLAN CHECK CORRECT, 2 5❑ RESERVED. BATH ® — — � 07/25/08 SPEC,LEVJ CLIENT REV. 6❑ GYP.BD.SOFFIT-REFER TO PLAN FOR HEK6NTT(S). ® 10/14/08 CLIENT REVISIONS 7❑ PANTRY WITH(4)MDF SHELVES(WIDTH NOTED ON PLANS). I 6❑ PEDESTAL LAVATORY I 9❑ RECESSED MEDICINE CABINET 9A SURFACE MOUNTED MEDICINE CABINET ® 2X6 WALL BEDROOM 2 BEDROOM 3_ 42"x102"TUB AND SHOWER UNIT BY LASCO OR EQUAL WITH TEMPERED GLASS SHOWER ENCLOSURE. CONTROL VALVES TO BE rts Tllc arms lranDmlm RaR Toas ruea anslRclrr+To ram ne ex�IlFCT PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER � a�rwN L_______ CP.G 416.o corsrncmn slawrFwrowa_v W.wuE rmmi+nmRcrDns anon�csla 32(W ONE PIECE FIBERGLASS TUB AND SHOWER WITH FlBERGLA 'c°Itrrr�anc s�.ec° ri mor�,rmravm"irr wow° irc a'r 'M xi0u'"EeE 12 SURROUND TO 72"ABOVE FINGER!FLOOR. PROVIDE CURTAIN ROD. Trsar�I�wn un oarcTs"mwTR..FTIEst•Raao Gua WT wua•,m CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC W.I.C. MIXING VALVES PER C.P.C.416A. 36"x6TONE PIECE SURROUND TO 72"FIABOVVEE ASS AND FBLOOR, PROVIDE CURTAIN ROD. Project - — —- CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC MINING VALVES PER OPC.41SD 13 E PIECE FIBERGLASS FINISH FLOOR. PROVIDE CURTAINE D. FOX AND JACO BS SURROUND CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC AT R O S ETTA MIXING VALVES PER C.P.C.416D. CANYON I I 14 FAU 4 ATTIC PER C.MC 305.o PROVIDEEL,IG NO POWER,ADEQUATE AR ERUCT SUPPLYP PROVIDE CONDENSAT AG DE E DRAIN LINE TO WWTSIDE,VENT TO OUTSIDE AND COMBUSTION AIR PER CMC.CHAPTER 7. TRACT #2S4!�7 7 W0 W ATTIC ACCESS,MIN.(PROVIDED FAU MAY PASS THROUGH) 15 WITH MIN.W'CLEAR HEADROOM. PROVIDE SWITCHED LIGHT,11OV, OUTLET,AND 24'SOLO FLOORING TO FAU,(NOT MORE THAN 20-T IN LENGTH), FOX AND JACO BS �______________________________________________________________________________- 16 WASHER SPACE,PROVIDE RECESSED WATER AND DRAIN CONNEC- ❑ TIONS, PROVIDE'SMITTW PAN AND DRAIN AT SECOND FLOOR L IONS RYERSPA LAKE ELSINORE 17 WITH A BPAC DRAFT DAMPER PER EC.M.C.SECTIONE5043.EQUIPPED MAX LENGTH WITH A MAXIMUM OF TWO 90 DEGREE ELBOWS CALIFORNIA 18 WATER HEATER ON A W'HIGH PLATFORM WITH SEISMIC STRAPS AND VENT TO OUTSIDE. PROVIDE PRESSURE RELIEF VALVE WITH DRAIN TO OUTSIDE COMBUSTION PIER PER CMC.CHAPTER Z SEE O O —O O DETAIL 3/D-4. RESERVED. © 20 OCCUPANCY SEPARATION PER CAC.SEC 406.14 BETWEEN GARAGE M AND LIVING(R3)WALLS-1/2'GYP.BOARD ON GARAGE SIDE OF ALL CONDITIONS AND WALLS ADJACENT TO LIVING AREAS, CEILINGS BELOW HABITABLE DIMENSIONS SAME AS AREAS AND SUPPORTING ELEMENTS SHALL RECEIVE ONE LAYER OF BASIC PLAN UNLESS 5/8"TYPE 9("GYP,BOARD OR COMPLY WITH TRUS JOIST PFC-4354, — OTHERWISE NOTED (OR APPROVED EQUAIJ AC CONDENSER ON WEATHERPROOF PAD T ABOVE GRADE NERFY 21 SIZE AND LOCATION)PROVIDE 22OV.WEATHERPROOF DISCONNECT. W /'� PROVIDE 110V WEATHERPROOF OUTLET WITHIN 2S-O'OF UNIT.V2'GYP.BOARD I 'C' PARTIAL SECOND FLOOR PLAN SCALE:1/4"=T-D" 12 22 SPACENDE STAIRS, A RS,WALLS CAS LING AT ENCLOSED,USABLE a 1' 28 2X6 FLAT BLOCKING AT t51V ABOVE FINISHED FLOOR FOR 24"WIDE , a e TOWEL BAR, ® 24 14'k8"GI S RE NE C Bl1S ON AIR VENTS-O E H HI 12"OF CEILING AND ONE LOW,WITHIN 12"OF RNISI-IED FLOOR %= `� )� VENTS MUST BE PROTECTED VV1TH COR 0 ENN RESISTAM,NON- RETURN TRIM TO LIVING LAUNDRY U / C BUSIIBLE WIR M SH WITH V4"MAX O WINGS SIDEYARD WALL _ _ _ 25 3 V2"DIAMETER PIPE BOLLARD SEE CIVIL F ��i^^it :��H � ® FLOOR ATED WIRE,III DEEP SHELF AT 6P ABOVE FINISHED KTGY G ROU P,INC. DRAWINGS FOR _II LOCATION ArcEtceaum Planning BnHroame"nl —-��-_� 27 GYP.BD.LOW WALL/SHELF-REFER TO PLAN FOR HEIGHT. STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR HEIGHT(Ea 17992 MITCHELL SOUTH IRVINE,CA 92614 STUCCO SHELF,SLOPE TO DRAIN. PORCH ENTRY a \'� ——— ® STONE/BRICK VENEER-REFER TO EXTERIOR ELEVATIONS (949)851-5156133 FAX ARCHED STUCCO SOFFIT-REF TO EXTERIOR ELEVATIONS FOR Irvine,California HEIGHTS. 14W VENT ABOVE DOOR(100 SQ.IN.MAKEUP AIR) ..... Eo /TILT/TT/77/77/7J/l7lr� I License Stamp. NOTES OPT. 3-SPACE t ALL GLAZING(FENESTRATIONS)SHALL BE INSTALLED WITH A CERTIFYING LABEL - .. ARA E ATTACHED,SHOWN3 TFE 91'VALUE GARAGE g CL(G; 2 WINDOWS ADJACENT TO TUBS,U40WERS AND TUB/6ROWERS.AT STAIRWAYS.OR CONC. I ADJACENT TO AND WITHIN 24'OF EITHER EDGE OF THE DOOR SHALL BE FULLY J� TEMPERED,LAMINATED SAFETY GLASS OR APPROVED PLASTIC,PER OBC 2406a. V/�► S SLEEPING ROOMS SHALL HAVE A WINDOW OR EXTERIOR DOOR FOR EMERGENCY L— -- ESCAPE SILL HEIGHT SHALL NOT EXCEED 44'ABOVE THE FLOOR.WINDOWS MUST HAVE AN OPENABLE WIDTH 20'AND THE MINIMUM OPENABLE HEIGHT 2C THE EMERGENCY DOOR OR WINDOW SHALL BE OPENA13LE FROM THE INSIDE TO PROVIDE A FULL CLEAR OPENING WIMHO J THE USE OF SEPARATE TOOCa CBC SECTION RETURN TRIM TO 4 IN SHOWERS AND TUB-SHOW COME*ATIONS,CONTROL VALVES MUST BE PRESSURE SIDEYARD WALL BALANCED OR THERMOSTATIC MIXING VALVES,C.P.C.SECTION 41&0. SEE CIVIL S APPLIANCE IN CONRNED SPACE PROVIDE TWO OPENINGS INTO ENCLOSURE EACH �RRA�VINGS-FCT� HAVING 1 SO IN PER 1D00 BTU/H IN LIT FREELY CoAMAUNCATING WITH OTHER Principal in Charge - D. KENT UNCONFINED INTERIOR SPACES MINIMUM 1DO SG IN EACH OPENING CMC.SECT M LOCATION & NEW WATER CLOSETS AND ASSOCIATED FLUBHOMETEA VALVES,F ANY,SHALL USE Project Director : D. STODDARD NO MORE THAN t6 GALLONS PER FLUSH AND SHALL MEET PERFORMANCE STANDARS ESTABLISHED BY THE AMERICAN NATONAL STANDPADS H.&S CODE Project Architect D. KENT SECTION 1/9213b 7. PROVIDE T—ShAV AT ALL SHOWER HEAD LOCATIONS-REFER TO DUAL 6/04 Project Designer C. ADDINGTON Q & N HALL BE I OR 2 RATED UNDT6 WITH A MININMUM OF ONE TEMPERE Checked By . F. YONEMORI PANE,GLASS BLOCK OR 20-MINUTE STONE VENEER 9 EXTERIOR DOORS SHALL BE OF APPROVED NONCOMBUSTIBLE CONSTRICTION OR LEDGE SOLD CORE WOOD HAVING STILES AND RWLS NOT LESS THAN 1 r THICK WITH INTEPoOR FELD PANEL THICKNESS NO LESS THAN*THICK OR SHALL RAVE A RREf1ESLSTANCE RATING OF NOT LESS THAN 20 MINUTES WHEN TESTED ACCORDING To ASTM E-2DTa Sheet Title PLAN 3113 "C" PARTIAL FIRST AND 1041SECOND FLOOR PLANS 4Cf-a' ALL CONDITIONS AND DIMENSIONS SAME AS BASIC PLAN UNLESS OTHERWISE NOTED .. ....-...I I -_- _ IIIIIIIIIIIIIIIIIIIIIIM Sheet No. 'C' PARTIAL FIRST FLOOR PLANI SCALE;1/4"=T-0" 1 A-6.7 GADFILL. GOPYW TOC� PLOT DATE- KEYNOTES No. Date Issue / Description 06/01/05 50%SET PHASE II ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL RAILING Q 12/30/05 CLIENT REV./75% AT STUCCO-REFER TO BUILDERS SPECIFICATIONSFOR COLOR AND FINISHO CONCRETE STOOP 01/31/06 PLAN CHECK CORRECT, FOR C 3❑ N8 FASCA/SARGE BOARD s 6 � 02/21/06 KID SUB SET/CLIENT RE ® STUCCO SCREED-REFER TO DETAIL D-3 D-3 Qq 09/22/06 FIELD REVISIONS ® GL FLASHING-REFER TO DETAILS D41 AND D-1 MASONRY VENEER- FER O BUILDERS SPECS 5-8-08 2007 C.B.C.UPDATE AND TO DETAIL STUCCO OVER FOAM TRIM-REFER TO ELEVS FOR SIZE 10 1 ® 07/25/08 PLAN CHECK CORRECT, FOAM TRI MST E ED 0/STUCCO BROW COAT, D-4 D—s 07/25/08 SPEC.LEW CLIENT REV, 4x8 LOOKOUT W/ %'�IRE E D AND A VEN - EF R 0 2"THICK SYNTHETIC TONE NEER-REFER TO 4x4 BRACE TYP ATONS AND ATTC VENTILATION CALCS FOR SZE 1E BUILDERS SPECa� ® 10/14/08 CLIENT REVISIONS SIDING TYP, S MUST BE PROTECTED WITH CORROSSpN 11 9 2x4 TRIM STANT.NON-COMBUSTBLE WRE MESH WITH V4" D-a D—a MU 0 E N ❑ DECORATIVE FALSE VENT-REFER TO _ 4 8" 7❑ RESERVED 18 ELEVATION FOR SIZE TYP, CLASS"A"FIRE RATED DECORATIVE SHURER-REFER CEMENTOUS SIDING-REFER TO BUILDERS SPECS. _ TYP,3 5 2x4 TYP, _ _TOP TO ELEVS FOR SIZE AND TO DETAILB D 83 N D93 NCO CONTROL JOINT-REFER TO DETAIL D�a z 5 HEAD 9❑ STUCCO RECESS-REFER TO ELEVATION FOR SIZE Y ILLUMINATED ADDRESS qq INB THE dFN15IE&i1w TGGPw Cd6arroIDiW TIE eAd11ECt Ci Oj B 8'k48"t-02-4 8 18'k48" r2 wm+ca rm vecmw muds ca ou�crs H TH:nuxuo aEacrrora a wrc« 6"•GA DECOR.FOAM PIPE VENTS-REFER TO ® WOOD TRIM-REFER ELEVATIONS FOR SIZE ncoxmAcron TwAdxFCtvxrpxs�iaEvan�nE eADlXi oroEs,,Hd nET.posa DIEM OR CIEMS aBCOMwd d6 mpC1mING Tmm IHE wdb(nE GFM wLL BE Z= 6 IYP, w 10 GETAILe caeiRicrw mou.G rEwtauav eE nwriE M1/REH IHsmucrom MdE�xl aEH w¢ _ 4 r;= 1 ffRENFD RWdi6 oR asdoHs swL�rEmlm R%MA nE HCHrtcT Ra�R ro nE 2x4 TYP, ---------- D-4 RESPoM&E EGR ux oEt[crs H caRsincmri F TIEff dmcmuEs aE RGr xuoxm 812'k48" _ _ NOTES TYP. STD. DETAILS Project , —F.F. T.O.P. 1.ATTIC VENTILATION OPENINGS SHALL BE COVERED 8 18'k48" 5 2x6 TOP M2x WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING, 8 FOX AND JACOBS OPENINGS OF 1/4"IN DIMENSION SECTION 12032,1 D-5 O 6 ® 1 1 2 PROVIDE INSULATION BAFFLES AT EAVE VENTS, ,RAKE TO WALL DMERTER1 CANAT OSETTA YON II L o5 ❑❑❑❑❑❑❑ aG w VENTTHROUGHPOOR TRACT #25477 o _ ❑❑❑❑❑❑❑❑ � FOX AND JACOBS 3 " T.oG ATTIC VENTILATION - — - II� a�� I1111I II gull ��� na��ll oo11u� IIIII II �I,,II-T' • �' LIIIL 1111161II"ll ICI ----- ,'-- PER C.B.C.SEC.12032-PROVIDE A NET FREE VENTILATING AREA OF NOT LESS THAN 1/300 OF THE AREA OF LAKE ELSINORE d THE SPACE VENTILATED,PROVIDED AT LEAST 50 PERCENT OF THE REQUIRED VENTILATION AREA IS PROVIDED CALIFORNIA 5 PARTIAL FRONT AT BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED,(AT LEAST 3 FEET ABOVE EAVE OR CORNICE VENTS) AREA FRONT OPT. 3-SPACE GARAGE ° AREA, ATTICFrUXA QTgGE= 79S,F,ZO 53S.F. 2005_0508 ATTIC SQUARE FOOTAGE=1752 S.F. 0.53 SO.FT.X 144 SO.IN.(REQUIRED) 76 Sl 1752 SQ,Fi,X 1/300 5,84 S.F, ALL CONDITIONS AND 5.84 SQ.F E X 144 80.IN.(REQUIRED) 841 S,I. ¶ N DIMENSIONS SAME AS O'HAGIN MODEL"FLAT'#50043 x 9675 SA= 98 S.I. -- I - - BASIC ELEVATION HI H NTI TI N: TOTAL PROVIDED: 98 SI, UNLESS OTHERWISE (4 L1424 GABLE END VENTS x 168 S.I,= 672 SI, NOTED LOW VENTILATION• AREA 2A (3)0 GIN MODEL"FLAT"#50043 x 98.75 SI.= 297 S,l ATTIC SQUARE FOOTAGE= 462 S.F. 462 SC,FT,X V150 3.08 S.F. TOTAL PROVIDED: 969 SJ, 30B SQ.Fr,X 144 SQ.IN(REQUIRED) 444 S.I, MS AREA 2 IGH V ENT' IATI ATTIC SQUARE FOOTAGE= 255 S.F, 3 O'HAGIN MODEL"FLAT"#50043 x 9875 S1= 297 S.I. 1, 255 SQ.FT.X 1/150 17 SF, W V NT 1.7 SQ.FT.X 144 SQ.IN,(REQUIRED) 245 SI, 3)OHAGIN MODEL"FLAT"#50043 x 9875 S.I.- 297 VENTILATION• TOTAL VENTILATION PROVIDED: 594 S.I. (3)0' LN MODEL"FLAT'#50043 x 98,75 81= 296 S.I. TOTAL PROVIDED: 296 S,I. NOTE ALL ATTIC SPA ES 1151NG D SI N E REQUIRED ATTIC VENTILATION AR SHALL PROVIDE A VAPOR RETARDER INSTALLED ON THE WARM SIDE OFTHEF KTGY G ROUP,INC. THE ATTIC INSULATION PER OB.C,12032. NOTE ALL VALUES SHALL BE CON PRIOR TO n^^ �,., ^ NSIM.ATION Arohitatttro Plamins Environmental INSTALLATION BY SUBCONTRACTOR, ANY DEVIATIONS OR S(AYhYhY/YMYSIAYIYAYIY)SYMY(AYXYSY)� DISCREPANCIES SHALL BE FORWARDED TO THE ARCHITECT FOR RECALCULATION OF ATTIC VEMILATpN, CBUNG 17992 MITCHELL SOUTH IRVINE,CA 92614 6(2)14'k24'� T,O.P, 1 2 © (949)851.2133 2x4 TYP.5 - — - - D 1 D 1 .. (949)851.5156 FAX I I HEAD Irvine,California I II I N4 TYP. �u' JAMB 5 (~xJ Q ....IL..; rc.•;a w W - ------- ---r 2x4 TYP, _ —— /—(�— — r^\ " License Stamp. SILL 5 \ TYP, ❑ ❑ L \ _i v4/ ROOF LINE .E` 4 ZE VVV VVV 18'49' 7 J I 2 —F,F, _ TYP• V - - — — — — — — — - - - — _ _ \� T.O.P. Y� AEAR 1 3 I BUILDING LINE II" ❑ ®® 412 ~ RIDGE x MANUFACTURED ® aD 4•12 7_ CONCRETE FLAT ROOF TILE, "EAGLE"ICBO# al in princi Char a D. KENT EH ❑ APPROVED EQUAL p 8 �La�s„A" AaL Project Director . D. STODDARD TQ Project Architect D. KENT ei0 0uI pull ( • IIIiHO( IIIIIIIIIIr 0111110 "IwuUl' �, 11011111 �Tllllllll oliil -- Project Designer . C. ADDINGTON 13 �1 1� -—__ 9 RETURN TRIM L 2x4 w/ 15 I /Hey Tyr\ �� I Checked B F. YONEMORI SIDEYARD WALL STUCCO _____ `�f� O �V) J L J I I Y LEFT p SEE SML DFIWGS OVER I 4:12 AREA 3 41 I 1 4:12 ❑—— ❑ L I Sheet Title . -- __I I PLAN 3113 J LJ I "C" EXTERIOR ELEVATION ------ ITT11 n,P, O'HAGIN VENT ---- ----- I 7 I I AND ROOF PLAN rttP,OF 4 � ———— I Ju` � 4;12 I r I I I —J J I I � ❑— � —�J--AREA 2A ......._ _. .. L Sheet No. V EXTERIOR ELEVATIONS SCALE: 1/4"=1' 1 ROOF PLAN SCALE:1/8"=r-0" 2_ A-6.8 CADFILE• COPYRIGHT J PLOT DATE KEYNOTES No. Date Issue / Description e 06/01/05 50%SET PHASE II L] ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL RAILING Q_ 12/30/05 CLIENT REV./75% -COAT STUCCO-REFER TO BUILDER'S SPECIFICATIONS CONCRETE STOOP Q Ol/31/O6 PLAN CHECK CORRECT: FOR COLOR AND FINISH Q 3❑ 2x8 FASCIA/BARGE BOARD ® STUCCO SCREED-REFER TO DETAIL 02/21/06 BLD SUB SET/CLIENT RE5 6 09/22/06 FIELD REVISIONS ® G1 FLASHING-REFER TO DETAILS D4 t AND D51 ® MASONRY VENEER- EFER 0 BUILDERS SPECS © 5-8-08 2007 C.B.C.UPDATE 5❑ STUCCO OVER FOAM TRIM-REFER TO ELEV3.FOR SIZE AND TO DETAIL 10 1 Q 07/25/08 PLAN CHECK CORRECT. FOAM TRIM MUST E APPUED 0/ BROW COAT: D-4 D-5 Q 07/25/08 SPEC.LEV,/CLIENT REV. 8 SCR EN D AND A N - F R O 2"THICK SYNTHETIC TONE NEER-REFER TO ELEVATIONS AND ATTIC VENTILATION CALCS.FOR SIZE 15❑ BUILDERS SPECS 11 lO/14/OS CLIENT REVISIONS ® VENTS MUST BE PROTECTED WITH CORROSSION RESISTANT,NON-COMBUSTIBLE WIRE MESH WITH V4" D—a D-4 MU 0 E DECORATIVE FALSE VENT-REFER TO _ 7❑ RESERVED El ELEVATION FOR SIZE CLASS 'A"FIRE FOR RATED SIZE A DECO A TNLSHUTTER N REFER CEMENTIOUS SIDING-REFER TO BUILDERS SPECS 8❑ ® STUCCO CONTROL JOINT-REFER TO DETAIL D24 8 9 _ D-3 D-3 —————" - 9❑ STUCCO RECESS-REFER TO ELEVATION FOR SIZE 1S ILLUMINATED ADDRESS me GEMS rE5Porb8NY fi1]P To dV Wen COr$iPlC;11CN i0 ram 1HE OAPIIFGr "vrvmaa.wr cu+cwFn manswc�.ceaanne rwsNo sR rrorsavnnl 6"Dl4 DECOR FOAM PIPE VENTS•REFER TO ® WOOD TRIM-REFER ELEVATIONS FOR SIZE n wrmucra nu L'xram isle roH nc¢aura o�ors ANo urlwosa Cgb'IN.CIaN 5110.111 PFASONeBLY BE AW.VE YMIIEN WSRWTDNS A'Ja 9%N O 10 c�Hr an gENrs aecoullecrus Mac£EONO xim ne Y.rncne caEwr wLL N: � F DETAIL a ctxcum rnioas on c�oxs aeu ae rxEhtn rncu nE Non[ct mx1 ro� y Z D-4 IFvvrmcron Nrc oo-Tcla NCOn'6rpargNFn�mocaDlFFa.uE rtor rcua+m T = F NOTES TYP. STD. DETAILS Project ' A 5 2x10 8 16166" to 1.ATTIC VENTILATION OPENINGS SHALL BE COVERED R FOX AND JACOBS 3 FF _ WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING; T.O.P. _ — — — — — — — — — — TOP OPENINGS OF 114'IN DIMENSION SECTION 120321 D-5 AT ROS ETTA p 2.PROVIDE INSULATION BAFFLES AT EAVE VENTS. CANYON I I Oz 5 H •RAKE TO WALL DMERTER; 1 5 1x4 TYR F= JAMB •VENT THROUGH POOR e TRACT #25477 D-1 5 SILL TMP FOX AND JACOBS NT.00._. - - - - - - - - T.o�c LAKE ELSINORE, _ IIIi - CALIFORNIA PARTIAL REAR REAR 2005-0508 AT OPT. 3—SPACE GARAGE ALL CONDT SAND DIMENSIONS SAME AS BASIC ELEVATION UNLESS OTHERWISE NOTED i I II) KTGYGROUP,IPTC. Am1titmym Plowing Environmental 17992 MITCHELL SOUTH 1RVINE.CA 92614 6(2)14'k24"Q (949)851.2133 — — — — — _ _T.O.P. (949)851.5156 FAX Irvine,California.. tl'' :11 l�„[ Flj Y •.Ik1U 1.1)I: ^ P. License Stamp- 18 FR V' — — — — — — — — — — — — — — — — — — — — — — — — ll T.0•P. !Err T — — - ,III .. ® MI \ III 1 ® iii iu 1 n FI III - III \ I I I�I \ II i fl i iii \ iti i - � C� I pi }ii 2 p 5 3x6 iii }$ 2 a° . .. Principal t Charge D. KENT Project Director D. STODDARD 15 - — — — — _ T. Project Architect - D KENT 1 4I iq Project Designer C. ADDINGTON 12 RETURN TRIM TO 12 Checked B RETURN TRIM TO 14*'G.I.SCREENED SIDEYARD WALL 3 Y ' F. YONEMORI SEE CIVIL VENT GI.SCREENED RIGHT SIDEYARD WALL VENTS HIGH&LOW VENTS HIGH 8 LOW SEE CIVIL r PARTIAL RIGHT Sheet TitlePLAN 3113 AT OPT. 3—SPACE GARAGE eCe EXTERIOR ELEVATION ALL CONDITIONS AND DIMENSIONS SAME AS BASIC ELEVATION UNLESS OTHERWISE DTED Sheet No. 'C' EXTERIOR ELEVATIONS SCALE:1/4"=T 1 A-6.8A CADFILE, cor YHioHT(C` PLOT DATE- No. Date Issue / Description KEYNOTES 06/01/05 50%SET PHASE II DOUBLE SINK WITH GARBAGE DISPOSAL WITH AIR GAP FOR 12/30/05 CLIENT REV./75% DISHWASHER. DISHWASHER WITH AIR GAP- 01/31/06 PLAN CHECK CORRECT, 2❑ VERIFY DIMENSIONS WITH MANUFACTURERS SPECIFICATIONS © 02/21/06 BUD SUB SET/CLIENT RE 39"CLEAR REFRIGERATOR SPACE PROVIDE RECESSED COLD WATER4 BIBB AND SHUT-OFF FOR ICE MAKER. 09/22/06 FIELD REVISIONS 0 WHIRLPOOL SLIDE-IN RANGE WITH HOOD,LIGHT,FAN, © 5-8-08 2007 C.B,C,UPDATE BONUS ROOM HALL 2 v L u AND OPT.MICROWAVE ABOVE(VENT To OUTSIDE AIR), 07/25/08 PLAN CHECK CORRECT, 5❑® BATH RESERVED. 07 07/25/08 SPEC,LEVY CLIENT REV. © GYP.BD.SOFFIT-REFER TO PLAN FOR HEOHT(S), ® l0/14/08 CLIENT REVISIONS 7❑ PANTRY WITH(4)MDF SHELVES MUTH NOTED ON PLAN% I I © PEDESTAL LAVATORY I — ❑9 RECESSED MEDICINE CABINET 9A SURFACE MOUNTED MEDICINE CABINET ® 2*WALL BEDROOM 2 BEDROOM 3 11 4ZkW2"TUB AND SHOWER UNIT BY LASCO OR EQUAL WITH TEMPERED GLASS SHOWER ENCLOSURE, CONTROL VALVES TO BE n s n[acres ff9Kllly Brat ro aR olwlo aroTncmx ro rrom na eAaaTcr w wmc a ury wrwm owls a aesv�rs"nc nus uo stauras a vncw I PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER .car+rncral r�anrN�r Kr,owFooe.ae wmI�eua"a woes uo" a C.P.C.41SO, causmcrnra snub SDsoru�r sT ewers wwrTs ssraungns noa�ss+s suw vTra.ToL E-oAasaors sw"I assatrmmYa rsT 111 maa ro rrc SURROUND 'ONE PIECE ABOVE FINS TUB AND SHOWER WITH CURTAIN ROLAS oars o` as wao�wc r � w aE SURROUND TO 72"ABOVE FINISH FLOOR PROVIDE CURTAIN ROD. CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC MIXING VALVES PER CP.C.418E �II 3060"ONE PIECE FIBERGLASS TUB AND SHOWER WITH FBERG L — ® SURROUND TO 72"ABOVE FINISH FLOOR PROVIDE CURTAIN ROD. Project CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC MIXING--— 4ZW'VALVES PIECE FIBERGLASS TUB AND SHOWER WITH FIBERCILAS FOX AND J AC O B S SURROUND TO 72"ABOVE FINISH FLOOR PROVIDE CURTAIN ROD. CONTROL VALVES TO BE PRESSURE BALANCED OR THERMOSTATIC AT R OS ETTA I MIXING VALVES PER CP.C,418.G 14 FAU IN ATTIC PER CM.0 3050,PROVIDE UGHT,POWER,UNOBSTRUCT CANYON 11 ED 24"PASSAGE,30"WIDE WORK SPACE,AND ADEQUATE AR SUPPLY, PROVIDE CONDENSATE DRNN LINE TO OUTSIDE,VENT TO #254/ OUTSIDE AND COMBUSTION AS PER C.M.C.CHAPTER 7 1 TRACT ll')C A^I� 30'k30'ATTIC ACCESS,MIN.(FRONDED FALL MAY PASS THROUGH) 5 OUTLET,D 2'v SOIL HEADROOM,WITH MIN,3T CLEAR G TO FAA(NOTVIDE OMORE�THAN� I 2a-O'INLENGTH. FOX AND JACOBS r--------------T r------------------------------------------------- 16 WASHER SPACE,PROVIDE RECESSED WATER AND DRAIN CONNEC- TIONS, PROVIDE'SMffW PAN AND DRAIN AT SECOND FLOOR L-----L--------------1-----J 17 LOCATIONSDRYER LAKE ELSINORE ❑ WITH A BACKDRAFT DAMPER PER MC SECTION 504.3 PROVIDE DRYER VFW TO OUTSIDEAIR EQUIPPED MAX LENGTH WITH A MAXIMUM OF TWO 90 DEGREE ELBOWS CALIFORNIA 18 WATER HEATER ON A 18"HIGH PLATFORM WITH SEISMIC STRAPS AND VENT TO OUTSIDE, PROVIDE PRESSURE REUEF VALVE WITH DRAIN TO OUTSIDE COMBUSTION AR PER C.M.C.CHAPTER 7. SEE 0 O _O O DETAIL 3/D-4, RESERVED. © 20 OCCUPANCY SEPARATION PER C.B.C.SEC 406.14 BETWEEN GARAGE M AND LING(R-$WALLS-1/?GYP.BOARD ON GARAGE SIDE OF .. ALL CONDITIONS AND WALLS ADJACENT TO LING AREAS, CEILINGS BELOW HABITABLE DIMENSIONS SAME AS AREAS AND SUPPORTING ELEMENTS SHALL RECEIVE ONE LAYER OF BASIC PLAN UNLESS SM'TYPE"X"GYP.BOARD OR COMPLY WITH TRUS JOIST PFC-4354, OTHERWISE NOTED (OR APPROVED EQUAL). AC CONDENSER ON WEATHERPROOF PAD T ABOVE GRADE(VERIFY 21 SIZE AND LOCATION)PROVIDE 220V,WEATHERPROOF DISCONNECT, _N PROVIDE 110V WEATHERPROOF OUTLET WITHIN 26-T OF UNIT.1M GYP.BOARD AT 'D' PARTIAL SECOND FLOOR PLAN SCALE:1/41=Y-0 2 22 SPACE UNDER STAIRS BSCA009b3 UNG AT ENCLOSED,USABLE ❑ M FLAT BLOCKING AT.54"ABOVE FINISHED FLOOR FOR 24"WIDE 23 TOWEL BAR. OA ® 24 (214'k8"G.L S RE Nff N AIR12"OF CEILING ANWITHIN12RETURN TRIM TO uCOMB SLE W1RVuRSIDEYARD WALL LIV LAUNDRY I\JI 25 3 V2"DIAMETER PI SEE CIVIL VINYL-COATED WIRE,12"DEEP SHELF AT 67"ABOVE FINISHED KTGY GROUP INQ DRAWINGS FOR _II 2s FLOOR LOCATION =__ § ATohftmv.a PI"DaiaY HaYlcoomeaul GYP,BD.LOW WALLY SHELF-REFER TO PAN FOR HEIGHT. 5040 SL 'v, #___ Q ® STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR HEOHT(S). 17992 MITCHELL SOUTH \ DRAIN. ,. IRVINE,CA 92614 STUCCO SHELF,SLOPE TO DRAIN � I I ® . .., (949)851.2133 v PORCH ENTRY D \ ——— ® STONE/BRICK VENEER-REFER TO EXTERIOR ELEVATIONS, 1'TI (%9)851.5156 FAX io /� 4„ f/i 31 ARCHED STUCCO SOFFIT-REFER TO EXTERIOR ELEVATIONS FOR I'_ � Irvine,California Y� HEIGHTS. E� 32 14'k8"VENT ABOVE DOOR(100 SO.IN MAKEUP AIP)" ' : -1-1,71,7177171,7111ram;; NOTES License Stamp- !/1/LUl1/LUL!/L t ALL GLAZING FENESTRATIONS)SHALL BE INSTALLED WITH A CERTFI1NG LABEL . GARAGE WINDATTAOWS ADJACENT TO TU VALUE. _ GARAGE 2 WINDOWS A OA AND O TUBS,SHOWERS AND TUB/SHOWERS,DOOR AT SLANTWAYS,OR " (//,'I�/✓/ ———__—_——_ _ TEMPERED, TO AND EDWITHINSA 24.OF ETHER EDGE OF'HE DOOR PSHALLER C BE FULLY —� TEMPERED,LAMINATED SAFETY GLASS OR APPROVED PLASTIC,PER CBE 240&3. — a SLEEPING ROOMS SHALL HAVE A WINDOW OR EXTERIOR DOOR FOR EMERGENCY L——————————————— ESCAPE SILL HEIGHT SHALL NOT EXCEED 44"ABOVE THE FLOOR.WINDOWS MUST HAVE AN OPENABLE WIDTH 20P AND THE MINIMUM OPENABLE HEIGHT 240.THE EMERGENCY DOOR OR WINDOW SHILL BE OPENABLE FROM THE INSIDE TO PROM A FULL CLEAR,OPENING W THOU THE USE OF SEPARATE TODDS OBC SECTION 1026 RETURN TRIM TO 4. IN SHOWERS AND TUB-SHOW COMBINATIONS,CONTROL VALVES MUST BE PRESSURE S DEYARD WALL BALANCED OR THERMOSTATIC MIXING VALVES,CPE SECTION 41M SEE CIVIL S APPLIANCE IN CONFINED SPACE PROVIDE TWO OPENINGS INTO ENCLOSURE EACH DRAWINGS FOR HAVING 1 SO.IN PER 1DD0 BTUM INPUT FREELY COMMUNICATING WITH OTHER Principal in Charge D. KENT LOCATION UNCONFINED INTERIOR SPACES MINIMUM 100 So IN EACH OPENING CMC.SECT 701 6. NEW WATER CLOSETS AND ASSOCIATED FUJSFIDMETER VALVES,IF ANY,SHALL USE Project Director r D. STODDARD NO MORE THAN 16 GALLONS PER FLUSH AND SHALL MEET PERFORMANCE STANDARS ESTABLISHED BY THE AMERICAN NATIONAL STANDARDS H 6 S.CODE Project Architect r D. KENT SEC110N 992MI.. 7 PROVIDE'D/V2 IBXQ'AT ALL SHOWER HEAD LOCATIONS-REFER TO DETAIL 6,04 Project Designer C. ADDINGTON Q S WINDOW L BE PANE,GLASS BLOCK O INOR A 0-MI 204A GLASS RE RATED UNITS WITH A MININMUIV OF ONE PER Checked By . F. YONEMORI STONE VENEER 9 EXTERIOR DOORS SHALL BE OF APPROVED NONCOMBUSTIBLE CONSTRUCTOR OR LEDGE SOLID CORE WOOD HAVING STILES AND PAILS NOT LESS THAN 1)w THICK WITH INTERIOR FIELD PANEL THICKNESS NO LESS THAN It"THICK OR SHALL HAVE A FIRE-RESISTANCE RATING OF NOT LESS THAN 20 MINUTES WHEN TESTED ACCORDING TO ASTM E-2W4 Sheet Title PLAN 3113 z-r a-1r z-a" zs-6" "D" PARTIAL FIRST AND SECOND FLOOR PLANS 40 fY' ALL CONDITIONS AND DIMENSIONS SAME AS BASIC PLAN UNLESS OTHERWISE NOTED .. Sheet No. 'D' PARTIAL FIRST FLOOR PLAN SCALL 114'-T-O" 1 A-6.9 CADFILE- WPYI WITC0 PLOT DATE KEYNOTES No. Date Issue / Description AB 06/01/05 50%SET PHASE II El ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL RNLING 0 12/30/05 CLIENT REV,/75% 12 2❑ 3-COAT STUCCO-REFER TO BUILDERS SPECIFICATIONS ® 01/31/06 PLAN CHECK CORRECT. FOR COLOR AND FINISH CONCRETE srooP © 02/21/06 BLD SUB SET/CLIENT RE 3❑ N8 FASCIA/BARGE BOARD 13 STUCCO SCREED-REFER TO DETAIL D53 D53 � 09/22/06 FIELD REVISIONS ® Gl FLASHING-REFER TO DETAILS D41 AND D51 14 MASONRY VENEER- REFER 0 BUILDERS SPECS 5-8-08 2007 C,B,C.UPDATE 5O STUCCO OVER FOAM TRIM-REFER TO ELEVS FOR SIZE AND TO DETAIL 10 1 ® 67/25/08 PLAN CHECK CORRECT, FOAM TRIM M CS ST E ATTICPP IED 0/STUCCO BROW COAT. D-4 D-5 07/25/OS SPEC,LEV,/CLIENT REV. 8 SCR EN D AND A C - O 7'THICK SYNTHETIC/Nam/ER-REFER TO ® 10/14/08 CLIENT REVISIONS �? VNT ENTS MELEVATIOUST AND EDPROEC PROTECTED ATTIC VENTILATION CORROSSION SQE BUILDERS SPECS 6'k18'k2" 5 DEEP © RESISTANT,NON-COMBUSTIBLE WIRE MESH WITH 1/4" IMU NG ❑ DECORATIVE FALSE VENT-REFER TO 7� RESERVED ELEVATION FOR SIZE 2x4 TY 5 HEAD _ _TO.P 1 ® CLASS"A"FIRE RATED DECORATIVE SHUTTER-REFER CEMENTIOUS SIDING-REFER TO BULDERS SPECS, N TYP,3 D83 D93 ® STUCCO CONTROL JOINT-REFER TO DETAL D24 19 ILLUMINATED ADDRESS of z F 8❑ STUCCO RECESS-REFER TO ELEVATION FOR SIZE nsnE aE"rsa:aar$mma+Towweacaemxnor+ro uour me rAwnccr 8 8'k48' - 14 8 18'k48" E�� _ "vrmma"naecehnwas on attvorau nus"a sxauuwaa TYR Z 10 &'DA DECOR FOAM PIPE VENTS-REFER TO ® WOOD TPoM-REFER ELEVATIONS FOR SIZE D r aw a n�rc � TM acam-inwrr«"roan ansoasr eL nwaa v�rt1d rsrnuciars rnoaFsq+oac« DETAIL 4 4 2x4 TYP, j ao D_4 aLs-aym�ccn ury otacrs w wesiur:�Dn v naa s ur"or wuoxeo. are oA uewsax xma oa aao aDnNc vxm mE won TME rx xu ee ��--- ——-'L------ SSILL = g .. 5 2x4 F F. NOTES TYP. STD. DETAILS Project 5 2x6 TO. TOP, 1,ATTIC VENTILATION OPENINGS SHALL BE COVERED 6 FOX AND JACOBS -- — — — -- -- - - --- — --------- — WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING: OPENINGS OF 1/4"IN DIMENSION, SECTION 120a21' D 5 AT ROS ETTA 19 F ® 2.PROVIDE INSULATION BAFFLES AT EAVE VENTS, 9 CANYON I I 1 2 •RAKE TO WALL DNERTER: D 1 '° DODO 254 g �� 00 g -VENT THROUGH ROOF: D1 TRACT #25477 6 FOX AND JACOBS T.Q.0 ATTIC VENTILATION PER C,B.C,SEC,12032-PROVIDE A NET FREE VENTILATING AREA OF NOT LESS THAN 1/300 OF THE AREA OF LAKE E LS I N O R E, 15 U 13 THE SPACE VENTILATED,PROVIDED AT LEAST 50 PERCENT OF THE REQUIRED VENTILATION AREA IS PROVIDED CALIFORNIA _ BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED,(AT LEAST 3 FEET ABOVE EAVE OR CORNICE VENTS) FRONT PARTIAL FRONT AT As AREA 1 AREA -� 2005-0508 OPT. 3—SPACE GARAGE ATTIC SQUARE FOOTAGE=T/52 S.F. ATTIC SQUARE FOOTAGE=472 S,F, 1752 SQ.FT,X 1/300 5.84 SF. 472 SQ FT.X V150 a15 S. 584 SQ.FT,X 144 SQ.IN,(REQUIRED) 841 S,I, a15 SQ,FT,X 144 SQ,IN(REQUIRED) 454 S.I. _.. ALL CONDITIONS AND HIGH VENTILATION HIGH VENTILATION: DIMENSIONS SAME AS (5)dHAGIN MODEL"FLAT"#50043 x 98.75 SI,= 494 S1 (3)dHAGIN MODEL"FLAT'050043 x 98,75 S.I.= 297 SI BASIC ELEVATION LOW VENTILATION: W VENTILATION UNLESS OTHERWISE (4)ONAGIN MODEL"FLAT'#50043 x 98.75 SI= 395 SI 3 dHAGIN MODEL"FLAT"#50043 x 98,75 S.I.= 297 S,I, NOTED TOTAL VENTILATION PROVIDED: 594 S.I. TOTAL PROVIDED: 88981 % E AREA 2 1 ATTIC SQUARE FOOTAGE= 266 S.F. 266 SQ'FT,X V150 177 SF. 1.77 SQ.FT,X 144 SQ IN.(REQUIRED) 21 SI V Q 31 dHAGIN MODEL"FLAT"#50043 x 98.75 S.L= 296 SI e TOTAL PROVIDED: 296 SI NOTE ALL ATTIC SPACES USING TO DESIGN THE REQUIRED ATTIC VENTILATION ARE#SHALL PROVIDE A VAPOR RETARDER RDER INS10N PER C.B.C.THE120a ARM SIDE OF KTGY G ROU P,INc. R TE: ALL VALUES SHALL BE CONFIRMED PRIOR TO THE THFRMA'TALLATION BY SUBCONTRACTOR, ANY DEVIATIONS OR �� � INSULATION Arcsitacture Plannin` Environmental R RECALCULATION B ATTIC VENTILATION.HE ARCHITECT CXXX)�5 � � yXA �C JXC XC�X c(xX xX xA xX���c x x EEFlFl 17992 MITCHELL SOUTH IRVINE,CA 92614 1 2 TOP_, LU D-1 D-1 (949)851.2133 -- — — - (949)851-5156 FAX HEAD Irvine,California —�— JAMB ❑ ` �Sif y w if License Stamp, 2x4 TYP.5 I AREA 1 � S J I ROOF LINE SILL ,,. 18 4 TVF 2 I 2 TYR' 18'48" I FF, — — — — — — — — — . — — TOP, �Q BUILDING LINE I� 5 HEAD P ❑ MANUFACTURED N RIDGE � I CONCRETE FLAT ROOF 1x4 TYP, A�rz a 'O I TILE, "EAGLE"ICBO# 5 JAMB 1 11 ❑ _U 1 ER-4660 ORAN 4:12 �, I APPROVED EQUAL5 2x4 TYP{ o i (..I,...ss 4 ".a1L p g _ �� Principal in Charge D. KENT SILL Project Director D. STODDARD T.O,C JP�� 1 I ❑ I Project Architect D. KENT . ,, w rill @IUIiIIi i(mmliiiLiillliiiiiilullii ,, ,uTlllllll IIIII1111u.1u " IIIIIIIIIIIIIII fi ac 6110 IIIIIoil��ioJo� iliii ----- I Project Designer C. ADDINGTON \�y� r L J� 13 y RETURN TRIM TO 2x4 w/ 15 V� � I J I Checked B F. YONEMORI SIDEYARD WALL STuccQ SEE SM LEFT L DRWGS OVER I �Q Al2 12 I c _L_J'F-1 1 1 Sheet Title _--- — �L\ i i PLAN 3113 412 v� "D" EXTERIOR ELEVATION AREA 2 �\ ,2AJ i AND ROOF PLAN L -- ------ O'HAGIN VENT Sheet NO. P 'D' EXTERIOR ELEVATIONS 6CALF ,,4~1'-0" 1 ° ROOF PLAN SQALE:,/6 =7-0 2 A-6.10 CADFIL c PLOT DATE- KEYNOTES No. Date Issue / Description 06/01/05 50%SET PHASE II ROOF MATERIAL-REFER TO ROOF PLAN 11 METAL RAILING �_ 12/30/05 CLIENT REV:/75% 2❑ 3-COAT STUCCO-REFER TO BUILDER'S SPECIFICATIONS 0 01/31/06 PLAN CHECK CORRECT. FOR COLOR AND FINISH 12 CONCRETE STOOP 3❑ 5 8 2a FASCWBARGE BOARD Xi STUCCO SCREED-REFER TO DETAIL 09/21/06 BED SUB SET/CLIENT RE❑ 22/06 FIELD REVISIONS ® Gl FLASHING-REFER TO DETAILS D41 AND 051 ® MASONRY VENEER- FER BUILDERS SPECS © 5-8-08 2007 C•B.C.UPDATE STUCCO OVER FOAM TRIM-REFER TO ELEVS FOR SIZE AND TO DETAIL 10 1 ® 07/25/08 PLAN CHECK CORRECT. FOAM RI M APP IED 0/ C B COAT. D-4 D-s Q 07/25/08 SPEC.LEW CLIENT REV. SCR EN D A D 0 E A IC VEN - EF R 0 T: 7 THICK SYNTHETIC ONE NEER-REFER TO s Q 10/14/08 CLIENT REVISIONS ELEVATIONS AND ATTIC VENTILATION CALCS FOR 61ZE BUILDERS SPECS: 11 9 — VENTS MUST BE PROTECTED WITH CORROSSION © RE"TANT,NON-COMBUSTIBLE WIRE MESH FOR — IM O NG ❑ DECORATIVE FALSE VENT-REFER TO — T❑ RESERVED 16 ELEVATION FOR SIZE — CLASS"A"FIRE RATED DECORATIVE SHUTTER-REFER CEMENTIOUS SIDING-REFER TO BUILDERS SPECS. 6 TO ELEVS FOR SIZE AND TO DETAILS D83 N D9 D�4 3 ® STUCCO CONTROL JJOINT-REFER TO DETAIL _ ---- — — — — _ _TOP: _ 9❑ STUCCO RECESS-REFER TO ELEVATION FOR SIZE ® ILLUMINATED ADDRESS IT 111E ClEMBIl�n10R TO OR 0.1101E)CIXBM.CipN i0 N01FY 111E NYNIECi 6"DIA DECOR FOAM PIPE VENTS-REFER TO wwmlGawry amcamewlnma,�olawn[nus wosvEorrAnanaEV z ® ® WOOD TRIM-REFER ELEVATIONS FOR S2E A. d'�`ter �waE rrc variEN xs,ru� sx°r [G Q DETfJL wN�nEwan onssow slwi e[rcca.ID mwE•aaa mw ro,HE �i D 4 urr 'ca n1ro° 'N�rr ff wlMrauor® ❑ �] W N ® @D W F _ NOTES TYP. STD. DETAILS Project , 5 2110 8 24'k5J t ATTIC VENTILATION OPENINGS SHALL BE COVERED 6 FOX AND JACOBS _ F.F. _ WITH CORROSION RESISTANT METAL MESH W/MESH •WINDOW FLASHING — — — — — — — — — — OPENINGS OF 1/4"IN DIMENSION, SECTION 1=2A D 5 AT R O S ETTA T.O.P. _ _ _ _ _ T.O.P: 2x4 HEAD tx4 T1P.P 2 PROVIDE INSULATION BAFFLES AT EAVE VENTS. ,RAKE TO WALL DIVERTER: D 1 CANYON I I ME TRACT #25477 (4 •VENT THROUGH ROOF:eo SILL D FOX AND JACOBS �°g 6 T,o, LAKE ELSINORE, ' w miolllOIIIm Immoouol a ur al I. :1 wP�lI u:• 1 ul" �l 41 CALIFORNIA 13 12 9 PARTIAL REAR REAR 2005-0508 AT OPT. 3—SPACE GARAGE ALL CONDITIONS AND .... DIMENSIONS SAME AS BASIC ELEVATION Owu UNLESS OTHERWISE NOTED � I11 KTGYGROUP,INC. Amhitedum P1"nnin` Environmenmi . 17992 MITCHELL SOUTH IRVINE,CA 92614 (949)951.2133 "LL:TOP,, a.lr anu (949)$51.5156 FAX Y I c ;c c g � - Irvine,California I , I I License Stamp /'Ivl c75 4 tnunty 1:1n or,. 4 TYP. T.OP. —TIDLP. _ ® III III 1 ® 11� iIII 1 O 5 2z4E i 5 3x4 ?II 2 z I Principal in Charge 1 D. KENT v.. III III I / Project Director r D. STODDARD TOO, 15 TO.0 Project Architect D. KENT III - Project Designer C. ADDINGTON --, 1 RETURN TRIM TO 12 3 Checked By F. YONEMORI SIDEYARD WALL RETURN TRIM TO 14W G.I.SCREENED SEE CML 1456 GI.SCREENED RIGHT SIDEYARD WALL VENTS HIGH&LOW VENTS HIGH&LOW SEE CIVIL PARTIAL RIGHT Sheet Title' AT OPT. 3-8PACE GARAGE PLAN 3113 "D" EXTERIOR ELEVATION ALL CONDITIONS AND DIMENSIONS SAME AS BASIC ELEVATION UNLESS OTHERWISE NOTED Sheet No. , V EXTERIOR ELEVATIONS SCALE 1/4"=1 1 A-6.10A CADFILE- COF—HT(C) PLOT DATE- I PROVIDE (21 GANG MUD RINGS ON 3-COAT STUCCO SYSTEM No. Date Issue / Description INSIDE WALL OF GARAGE FOR — ^CHASE FRAMING a 2 O/METAL LATH FUR NAILED ® 06/01/05 509E SET PHASE II ACCESS UFER GROUND CLAMP O/DEL LAYER 60MIN BUILDING ROOF SHT'G,PER Q 12/30/05 CLIENT REV,/759E A 7/6"3-COAT STUCCO PAPER(SIDING AT ALT. STRUCT,PLANS TO ALLEVIATE EXTERIOR PENETRATION, SYSTEM 0/METAL CONDITIONS) 01/31/06 PLAN CHECK CORRECT. LATH 0/BLDG,PAPER ® 12 TRUSS HEEL MAY VARY SEE ROOF PLAN/ELEVATIONS © 02/21/06 SLID SUB SET/CLIENT RE 26 GA GALV.MTL PANS 26 GA GALV,MTL"Z"BAR FLASHING BATTENS PER TILE MFGR. � 09/22/06 FIELD REVISIONS PROOFING ANT TO MAT H� �NO.72 ASTM CAP SHEET PRIME&PAINT TO MATCH ROOFING © 5-8-08 2007 C,B.C,UPDATE GROUNDING / 6"WIDE FLASHING REFER TO MFGR FLAT ROOF TILE ORELECTRODE CONDUCTOR / NDERLAYMENT RUN MANUFACTURER'S MFGR,FLAT ROOF TILE OR �?" LOW 5'TILE -INSTALL PER ® 07/25/08 PLAN CHECK CORRECT. ONT,&CENTERED SPECIFICATIONS MFGR RECOMMENDATIONS (o / ON LENGTH OF VALLEY, LOW 5'TILE •INSTALL PER © O7/25/OS SPEC.LEVY CLIENT REV. (RUN PARALLEL BELOW MANUF.ROOF TILE z MFGR.RECOMMENDATIONS(NO NAIL FREIZE BLOCK ® 10/14/08 CLIENT REVISIONS BOLTED-TYPE VALLEY PAN) PV OR FLAT PENETRATIONS INTO FLASHING PAN) BIRD STOP CONNECTION DEVICE 26 GA. _ MAY OCCUR) —I x BACKER _ o VALLEY�FLASH FLASHING 30$ FIELD ROOF FELT BOARD (AT LOW R TILE ELT — a MN,30#ROOF FELT °o NONMETALLIC - - - INSTALL ROOFING WEAVE 1 •r••'• •,'.;.. c• IN MA L MI REQ EMENTS THROUG VALLEY ANT POND G T' PROTECTIVE SLEEVE \ ... ...... \.. 2X6"FIREGUARD" "" " FASCIA ANU IHIM m CONCRETE FOUNDATION 30#ROOF FELT ;,- •'' CONE ncrosrzs�a PRMToanwwo�ra�nicra+MW—AFwrta FIRE CAULK xvnmxiaxnw ,�exxu a+a.�raxne Anw rw ucrncmx+sawNcn 4 BATTENS PER TILE �cownuc*c«naAa+uiir�r+oxmaExmi nc auuw moEs uao wenacsa MFGR, 30#MIN,ROOF FELT LAP LIP SIDE n on � �,',,„E, ;�,,'` '� 'a. N0. 4 AWG OR LARGER BJRE WALL 2 V2"MIN J-METAL aecaurtvcr WLL BE COPPER CONDUCTOR OR STEE MANUF. CONIC.ROOF PLYWOOD STARTER BD. 4 REINFORCING BAR OR ROD NOT TILE 03"OR FLAT MAY OCCUR) N z 4ESS aTHANh 1/2" DIAMF4TER 7 - 30ie MIN.ROOF FELT 26 GA GALV.MTL ROOF TO RAKE WALL I Project —I _ _ _ _ _ = UNDERLAYMENT FLASHING PAN, NO PENETRATIONS TO — 3-COAT STUCCO SYSI EM —I I- I-I I I_�—� — —� —� —_� = =�= _I I OCCUR THROUGH FLASHING PAN, O/METAL LATH FUR NAILED --III 1120'IOI MIINIMUI I I DIRECTI ICONTACTI=I III III=III=1 ROOF SHEATHING& NOTE NO PENETRATIONS ROOF SHEATHING& ROOF&WALL FRAMING PER PLAN. O/DEL LAYER 60MN FOX AND JACOBS FRAMING PER PLAN BUILDING PAPER TO OCCUR THRU FLASH'G. FRAMING PER PLAN AT ROS ETTA PROVIDE 3"PER WITH EARTH 2 X RIPPED NAILER PAN NOTE SLOPE ALONG WAOLL LINE PROTE VIDE HIGH WIND ANCHORS PROVIDE HIGH WIND ANCHORS AT ALL TILE INSTALLATIONS CANYON I I AT ALL TILE INSTALLATIONS WEATHER BLOCKING PER ROOFING MANUF.RECOMENDATIONS UFER GROUND 13 SADDLE 110 FLATP'S" TILE VALLEY 17 RAKE TO WALL 14 EAVE 1 TRACT #25477 oMTALLATHFURSNNED FOX AND JACOBS 0/DEL LAYER 60MIN BUILDING "MFGR MFGR FLAT ROOF TILE OR PAPER(SIDING AT ALT. -INSTALL PER CONDITIONS) MFGR,FLAT ROOF TILE OFt LAKE ELSINOREOMMENDATIONS LAP BLDG PAPAER TO/ LOW V TILE -INSTALL PER FLASHING&WEEP SCREED MFGR RECOMMENDATIONS CALIFORNIA OOF FELTZ-BAR FLASHING MIN,30#ROOF FELT IM SEALANT OR SEALANT OR SEALANT AROUND VENT 4- 26 GA GALV.MTL.ROOF TO MORTAR �]O00 OQMORTAR \ 26 GA GALV MTL z WALL FLASHING PRIME& METAL STUCCO STO LQ�. COUNTER FLASHING E PAINT TO MATCH ROOFING RAKE TLE \ RAKE TILE WEATHERBOARD LAP ,. 30#ROOF FELT .. ..._, W/ROOF TILE LAP UP FACE OF 1 x •• SEAL TO TILES ` L4 MIN,WRAP OF 30# W/ROOFERS MASTIC WEATHER BOARD LAP WITH OOF FELT i'`•"• �FI&LD ROOF FELT 2X8 BARGE BD, GRACE ICE&WATER SHIELD \ MANUF. WO REEGUARD"BY 0 E FLASHING ALL SIDES 1 X •, F TILE ODTONE PR9.VE\EQUAL R '�• RQO\ I METAL STUCCO STOP BOARD ZA FLATS a 24"O.C. 2X4 FLATS a 24"O.C. \ RETURN(2)TRUSS BAYS RETURN(2)TRUSS BAYS PROVIDE 2X4 CRIPPLERS 0 SE OOF PLAN PLYWOOD STARTER BD. 24"O.C.FOR LATH SUPPORT TRUSS GALE,METAL A7,EXTERIOR WALLS PROVIDE 2X4 CRIPPLERS® ,. BASE FLASHING 24"O,C.FOR LATH SUPPORT AT VENT AT LOTS WITH A MIN.30#ROOF DISTANCE TO ASSUMED a RAKE ENDS OR GABLE END R-13 INSULATION BEHIND ERB. FELT IN FIELD. PROPERTY UNE THAT MIN 30#ROOF FLET LESS THAN S-V AND TRUSS KTGY G ROU P 2X NAILER WEATHER BOARD LAP ROOF SHT'G.& GREATER THAN 3-0 2X NAILER �iNc. W/BASE FLASHING FRAMING PER PLAN, Aro6hacaum Planning Enriroomanni 2X4 STUDS AT. 3-COAT STUCCO SYSTEM 3-COAT STUCCO SYSTEM ROOF FRAMING&SHEATHING 16"O.C. O/METAL LATH RJR NAILED OAVETAL LATH FUR NAILED 0/DEL LAYER 60MIN BUILDING 17992 MITCHELL SOUTH 0/DBL LAYER 60MIN BUILDING PER STRUCT DRWGS PAPER(SIDING AT ALT. IRVINE,CA 92614 PAPER(SIDING AT ALT, CONDITIONS) CONDITIONS) WEATHER BLOCKING PER ROOFING MANUF.RECOMENDATIONS NOTE: (%9)851.2133 NOTE NOTE: PROVIDE HIGH WIND ANCHORS (949)851.5156 FAX PROVIDE HIGH WIND ANCHORS PROVIDE HIGH WIND ANCHORS AT ALL TILE INSTALLATIONS Irvine,California AT ALL TILE INSTALLATIONS AT ALL TILE INSTALLATIONS �- �_,� RAKE 114 1 VENT THROUGH ROOF 18 ROOF TO WALL RAKE 2 5 License Stamp. -- MFGR.FLAT ROOF TILE OR ROOF LOW V TILE -INSTALL PER Qe 0 TRU T PLANS PER REFER TO EAVE DETAIL TRUSST.PLANS MFGR.RECOMMENDATIONS VD-1 FOR ALL OTHER tx6 BACKER BOARD - TRUSS HEEL MAY VARY RIDGE OR HIP TILE INFORMATION NOT SHOWN SEE ROOF PLAN/ELEVATONS MIN.30#ROOF FELT > HERE '? J� NAILER PER TILE MFG. 70 MFGR'S'TILE ROOF MFGR.FLAT ROOF TILE OR SEALANT OR / PECLASS R MFGR RECOMMENDATIONS ���_ LOW 5 TILE INSTALL PER F uiv MORTAR -"�� 36"TAL x 24"WIDE FREIZE BLOCK �I���/��I MFGR,RECOMMENDATIONS ROOF TILE MOIST P OR EQUAL METAL RAFTER VENT.MAY OCCUR 30#MN,.,•+• ;, ,�. .,•..+ RAKE TILE BEHIND BACKER BOARD FA / •. OVER AND OUND R NAILER "`"• UNDERLAYMENT WEATHERBOARD LAP / MIN,30#ROOF FELT -- EDGE FLASHING ROOF SHTG, W/BUI LING PAPER / ', SHT'G PER REFER TO EAVE DETAIL 26 GA V MTL Z-BAR � -1 FOR ALL OTHER � '� ST CT.PLANS - ' FLAHSI G I RATION NOT SHOWN Principal in Charge D. KENT 2x2 BLOCK HERE ; EXTEND PAN 2"PAST EAVE Project Director D" STODDARD �—"BITUTHENE"MOISTURE CUT,TU K BACK UNDER PAN BARRIER 18"ACROSS ROOF G.I.FLASHING AND SENL Project Architect D. KENT AND 18"DOWN WALL g _�Q SEER LA ANTIPONDING 26 GA V MTL MAIL Project Designer . C. ADDINGTON PROVIDE 2x4 CRIPPLES a 2" RAKE T WALL Checked By F. YONEMORI 24"O.C.FOR LATH SUPPORT � FLASHING PAN 0 RAKE ENDS OR GABLE END V2"PLYWOOD >< NO PE ETRATIONS TRUSS > INSUL BAFFLE 2X8"FIREGUARD' TO OCCUR IN PAN AT EACH FASCIA AND TRIM ROOF FRAMING, VENTED BLOCK 30#M11, ROOF FELT 2X6"FIREGUARD" SEE STRUCTURAL Sheet Title INSULATIONFA SC LAP UP SIDE WALL MIN 3° IA AND TRIM 2X NAILER PER SCHE RESAWN STARTER BD. D. FOAM CORBEL METAL-DGE DRIP FLASHING PRIME AND PAINT NOTE:REFER TO ARCHITECTURAL 3 COAT STUCCO SHAPED FOAM TRW TILE MFR, SYS.O/BLDG PAPER FASCIA BOARD W/STUCCO OVER- SPECIFICATIONS DETAILS WHERE OCCURS FOR INSTALLATION STUCCO 7/8"3-COAT STUCCO SYSTEM OF TILE NOTE: O/METAL LATH 0/2 LAYERS OF PROVIDE HIGH WIND ANCHORS BLDG,PAPER BLDG PAPER(SIDING AT ALT, AT ALL TILE INSTALLATIONS 10"R 7-a CONDITION) NOTE ". - . 12, NOTE PROVIDE HIGH WIND ANCHORS PROVIDE HIGH WIND ANCHORS AT ALL TILE INSTALLATIONS Sheet No. AT ALL TILE INSTALLATIONS RAKE 1151 EAVE 12 RAKE TO WALL DIVERTER 19 EAVE 6 RIDGE / HIP 3 D _ COPYPgIR QO No. Date Issue / Description 06/01/05 5096 SET PHASE II — --3 cOAT STUCCO 12/30/05 CLIENT REV,/7596 SYSTEM o/METAL LATH 012 LAYERS Q 01/31/06 PLAN CHECK CORRECT. OF BLDG PAPER Q 02/21/06 BUD SUB SET/CLIENT RE STUD WALL IONS STUD WALL INTERIOR FINISH STUD WALL Q 05-8-086 FIELD 2007CB.CSUPDATE HEADER SEE STRUCT, STUD WALL INTERIOR FINISH © 07/25/08 PLAN CHECK CORRECT. INTERIOR FINISH MOISTOP OR EQUAL LAP 0/ HEADER SEE STRUCT. MANUF.FACTORY FINISHED WINDOW 07/25/08 SPEC LEV,/CLIENT REV AS SCHEDULED FIXED OR SLIDER WINDOW FLANGE INTERIOR FINISH WHERE INDICATED REFER TO DETAIL 8/D-5 HEADER SEE STRUCT, MOSTOP OR EQUAL-REFER TO 10/14/08 CLIENT REVISIONS DETAIL 8/D-5 INTERIOR FINISH ,I MOISTOP OR EQUAL LAP 0/ WINDOW FLANGE SEE ELEV BUILDING PAPER REFER TO DETAIL 8/0-5 AN PLANS BUILDING PAPER 7'X 2 LB.FOAM TRIM BUILDING PAPER HEADER APPLIED 0/BROWN COAT E.P.S.FOAM TRIM MOISTOP OR EQUAL ALT,SIZES/SHAPES MAY OCCUR BUILDING PAPER APPDED O/BROWN COAT REFER TO DETAIL 8/D-5 SEE EXT ELEV ALT,SIZES/SHAPES MAY OCCUR _.- 1"X 2 LB.FOAM TRIM SEE EXT ELEV, 3-COAT STUCCO SYSTEM 3-COAT STUCCO SYSTEM 0/METAL LATH FUR rsnentxrsaEaasammnroaxwwoamwicmr"rorotFvnerap�rtcr 0/METAL LATH FUR NAILED APPLIED 0/BROWN COAT xmwcF,w,�cswow�swne�oraua„s,,,nscaranaaffwtw I1xO/DBL AYER 60MIN BUILDING ALT.SIZES/SHAPES MAY OCCUR "�° ^"^E�"DNO w�X0°BO NAILED O/DBL LAYER 60MIN BUILDING PAPER °wrarmionoN slaw�rwuwaY aE,, r nwrr�+nsmt ADVFE N ac« EPS.FOAM TRIM PAPER(SIDING AT ALT. SEE EXT ELEV. (SIDING AT ALT.CONDITIONS) CONDITIONS) w ours secoum ras umcEm vmr�rrc wcwc ruE al<ur vni eE BLDG PAPER APPLIED 0/BROWN COAT 3-COAT STUCCO SYSTEM O/METAL LATH FUR r rose Ew o siN osmcrouF x ua m+�s fNnrwua�n LAP 0/MOIST SOP ALT,SIZES/SHAPES MAY OCCUR NAILED 0/DBL LAYER 60MIN BUILDING PAPER r° SEE EXT ELEV. (SIDING AT ALT,CONDITIONS) SHIM MOIST STOP OR Q, MANUF.FACTORY 3-COAT STUCCO SYSTEM 0/ 2x MILLED FRAME Project FINISHED WINDOW METAL LATH 0/DBL LAYER SEE MOIST STOP AS SECHEDULED OF 60 MIN.BLDG PAPER MANUF.FACTORY FINISHED SLIDING WEATHER STRIPPING FOX AND JACO BS FIXED OR SLIDER GLASS DOOR AS SCHEDULED y'y SEE PLAN WHERE INDICATED I:`1' ; WOOD DOOR CASING MANUF.FACTORY FINISHED WINDOW I' DOOR AT ROSETTA MANUF.FACTORY FINISHED WINDOW-- AS SCHEDULED FIXED OR SLIDER WHERE INDICATED CANYON II AS SCHEDULED FIXED OR SLIDER WHERE WINDOW HEAD (RECESS) 113 TRANSOM WINDOW-WINDOW 10 SL. GL. DR. HEAD 7 WINDOW HEAD TRIM 4 DOOR HEAD TRIM 1 TRACT #25477 FOX AND JACOBS 3-COAT STUCCO LAKE ELSINORE, SYSTEM o/METAL CALIFORNIA LOTH o/2 LAYERS OF BLDG PAPER STUD WALL �]005-0508 STUD WALL L v STUD WALL --.j INTERIOR FINISH----- —� INTERIOR FINISH MANUF,FACTORY FINISHED WINDOW INTERIOR FINISH - STUD WALL INTERIOR FINISH MOISTOP OR EQUAL REFER TO DETAL 8/D-5 Owu MOISTOP OR EQUAL GRACE ICE&WATER SHEILD S ELEV INTERIOR FINISH REFER TO DETAIL 8/D-5 MOISTOP OR EQUAL OR APPROVED EQUAL AN PLANS REFER TO DETAIL 8/D-5 BUILDING PAPER 3-COAT srucco ��IIII�p��*;10 SYSTEM 0/DBL LAYER BUILDING PAPER E.PS FOAM TRIM '* OF 60 MIN.BLDG PAPER X1"X 2 LB.FOAM TRIM BUILDING PAPER APPLIED 0/BROWN COAT MIN(1)LAYER GRADE'D' - ALT,SIZES/SHAPES MAY OCCUR APPLIED 0/BROWN COAT T'X 2 LB.FOAM TRIM SEE EXT ELEV. MOIST STOP OR EQUAL ALT.SIZES/SHAPES MAY OCCUR APPLIED 0/BROWN COAT SEE MOIST STOP SEE EXT ELEV ALT.SIZES/SHAPES MAY OCCUR 3-COAT STUCCO SYSTEM 0/ INSTALLATION DETAIL SEE EXT ELEV. METAL LATH O/DBL LAYER 3-COAT STUCCO SYSTEM BLDG PAPER 0/METAL LATH FUR NALED ` OF 60 MIN.BLDG PAPER LAP 0/MOIST S P ,„ EP.S.FOAM TRIM 0/DBL LAYER 60MIN BUILDING 3-COAT STUCCO SYSTEM J-METAL a EPDXY TO SUBSTRATE PAPER(SIDING AT ALT O/DEBL LAYER 6�OMIN BUIEDING SHIM KTGY G ROU P MOIST STOP'OR Q MANUF FACTORY (WHERE OCCURS) CONDIT 0N8) Archi[Mun Plannins Envi—mental FINISHED WINDOW PAPER(SIDING AT ALT. SEE MOIST STOP AS SECHEDULED CONDITIONS) 2x MILLED FRAME FIXED OR SLIDER WEATHER STRIPPING 17992 VITCH ELL SOUTH I SEE PLAN WHERE INDICATED MANUF.FACTORY FINISHED SLIDING P WOOD DOOR CASING r xIIV E,CA 92614 GLASS DOOR AS SCHEDULED MANUF.FACTORY II DOOR FINISHED SLIDING MANUF.FACTORY FINISHED WINDOW -5156 FAX AS SCHEDULED FIXED OR SLIDER (949)9)851 51.2133 GLASS DOOR WHERE INDICATED Irvine,California n WINDOW JAMB (RECESS) 14 SL. GL. DR. TRANSOM 11 SL. GL. DR. JAMB TRIM 8 WINDOW JAMB TRIM 5 DOOR JAMB TRIM 2 License Stamp. THERSTRIP BEYOND MANUF.FACTORY PER HD/JAMB DETAIL m.. FINISHED WINDOW AS SECHEDULED FACE OF WALL TRIM DOOR FRAME FIXED OR SLIDER BEYOND BEYOND WITH \ WHERE INDICATED INTEGRAL STOP MANUF FACTORY MANUF,SLIDING GLASS FINISHED WINDOW DOOR BITUTHENE-PROVIDE AS SCHEDULED BACKING AT WALL TO FIXED OR SLIDER THRESHOLD MANUF,FACTORY FINISHED WINDOW INTERLOCKING TO SHELF INTERSECTIONS WHERE INDICATED AND WEATHER BOARD, AS SCHEDULED RXED OR SLIDER THRESHOLD SET ON LAP BITUTHENE UP NTERIOR FINISH WHERE INDICATED (2)CONT,BEADS OF i ! Principal in Charge D. KENT SLOPE 1N WALL 3", EMBED IN CONC SEALANT. ':.' Project Director + D. STODDARD I. POST TOOL CONC.EDGE PLASTER DOOR Project Architect + D. KENT TOOL CONC.MANUF.FACTORY SCREED 0 WALL BOTTOM HOOK, FINISHED WINDOW , �; BEYOND Project Designer + C. ADDINGTON 3/4"THICK CONT, AS SCHEDULED4 3-COAT STUCCO SYSTEM __d FIXED OR SLIDER O/METAL LATH FUR NAILED Checked By F. YONEMORI PLYWOOD SHTG. -Y- _ �� ______= 0/DBL LAYER 60MIN BUILDING WHERE INDICATED PAPER(SIDING AT ALT. ` \ CONDITIONS) CONO PATIO y OR HARDSCAPE SEE z 1"X 2 LB.FOAM TRIM v Sheet Title 2x4 FRAMING AT 16"O.C, SEALANT LANDSCAPE PLANS 6 g 4 n APPLIED 0/BROWN COAT �E vw a a ALT.SIZES/SHAPES MAY OCCUR HARDSCAPE . . ° SEE EXT ELEV BELOW scREED ARCHITECTURAL 2X TRIM a a ° GRACE ICE& - MOISTOP OR EQUAL °• °a DETAILS WATER SHIELD ° C ° REFER TO DETAIL 8/D-5 Q., 60 MIN,BUILDING SET THRESHOLD ON 4 •ep °• ° SEE PLAN PAPER A CONT,BED OF a ° o d BUILDING PAPER a' ° MOISTOP SEALANT. a ° OR EQUAL Sheet No. WINDOW SILL (RECESS)o 15 WINDOW-WINDOW MULLION 12 1 SL. GL. DR. THRESHOLD 9 WINDOW SILL TRIM 6 1 DOOR THRESHOLD 3 �oP.NroN.(�* D - 2 ®F�REFIR� ---- — No. Date Issue / Description L GARAGE INTERIOR FINISH 06/01/05 50%SET PHASE II ER FOR JAMB WALL WHERE SHOWN ON PLAN 516 TYPE"X" ,N DIMENSIONS BD.LO.N-WHERE OCCURS �_ 12/30/05 CLIENT REV,/75% SEE PLAN 3-COAT STUCCO SYSTEM REFER TO PLANS © 01/31/06 PLAN CHECK CORRECT. _ 0/MET4L LATH FUR NAILED GYPSUM BOARD 0/DBL LAYER 60MIN BLDG. © 9/21/06 BED SUB SET/CLIENT RE PAPER(SIDING AT ALT, 0 /22/06 FIELD REVISIONS 1 1/2'MIN. CONDITIONS) © 5-8-08 2007 C.B.C.UPDATE J-METAL 3-COAT STUCCO SYSTEM MIN,1 1/4",MAX 1 112" 42"LOW WALL z 0/METAL LATH FUR NAILED ® 07/25/08 PLAN CHECK CORRECT, HARDWOOD HANDRAIL BEYOND 0/DBL LAYER 60MIN BLDG, 0 07/25/08 SPEC.LEVY CLIENT REV. PAPER(SIDING AT ALT. +2X RS,TRIM(1)SIZE LARGER CONDITIONS) ® 10/14/08 CLIENT REVISIONS -- THAN WALL FRAMING(OPENING MIN.1 VO,,MAX 1 1/2" TRIM CASING) " 2 LB.FOAM TRIM — APPUED 0/BROWN COAT MOISTOP OR EQUAL ALTERNATE SIZES/SHAPES — SHIM MAY OCCUR MAY OCCUR SEE EXT ELEV — 1"TYP. v TYP SECTIONAL OVERHEAD GARAGE — E WALL RAIL BRACKET W/ 2x6 WOOD BLOCKING AS BLOCK BELOW TO MATCH cc "s arxrs�svrsuuir Flw roaA arts axcmcra ro rmrr ne uwrtcr REQUIRED STANDARD TREAD AND RISER J-METAL "+wnrHoauirswwrnaannenuu.unsnac"ra+earMa a A(ANIMLiO"TKKa11tl11Y NIgA1IDffI&E N11X 11E alD"Al WOES PfD MEl"OGB O N CONFIGURATION corsnam"sauo�sauar ee rwrff.wmnry INSiNLT]IS any Rac�r.Fu Esacas an orsaor s suu e[rccAvm Flats mE ar.�nEc.mpr+ro ne 1/2"PLYWD RISER TYP iwncr" r ms gosE gor"ou"�a amE GARAGE DOOR HARDWARE 1-1/8"PLYWD TREAD INSTALL PER DOOR MANUF E— 2X WALL FRAMING 2x4 BLOCKING REQUIREMENTS - " -- n U26 HANGERS POST PER STRUCT,PLANS Project 2x1 X"4 STRINGERS CEMENT COATED EXTERIOR GARAGE INTERIOR FINISH :2X R.S.TRIM(A SIZE LARGER FOX AND JACO BS 16"O.C. FOAM SHUTTERS OR 5/8,TYPE" GYP. THAN WALL FRAMING MOLDED POLYURETHENE BD,U.O.N.-NOCHED AT (OPENING TRIM CASING) AT ROSETTA SHUTTERS COATED WITH DOOR TRACK ATTACHMENT 1/Z'GYP.BD.AT DD� WHERE OCCURS CANYON I I ENCLOSED USEABLE FIRE RETARDENT PAINT SEE HHE RE7ARDANREATED WITH REFER TO PLANS GARAGE DOOR OVERHEAD SPACE UNDER STAIRS BUILDERSALL OS P C WITH SEE BUILDER SPECS. HANDRAIL AT WALL 13 TREAD AT TOP 10 C.B.C.CHAPTER 7A) GARAGE JAMB 4 GARAGE HEAD 1 TRACT #25477 FOX AND JACOBS ® REFER TO 3-COAT STUCCO SYSTEM STRUCTURAL SEE"RAIL-PAK" 0/METAL LATH FUR NAILED FOR FURTHER SYSTEM LAKE ELSINORE INFORMATION REOUIREMENTS F-- --7/8"MIN.THICK DBL LAYER 6T AL BLDG i PA EXTERIOR PLASTER PAPER(SIDING AT ALT. CALIFORNIA 0/WIRE LATH AND CONDITIONS) DBL LAYER OF 60 MIN.BLDG.PAPER Yk 2 LB.TRIM MAY OCCUR 2 x T.SILL PLATE SEE EXT ELEV 2 0 0 5—0 5 0/1 ?V( 3mi (3 X MAY OCCUR SEE J-METAL ... STRUCT.PLANS) CARPETED SUBFLOOR CONTINUOUS NON- 2X P.S.TRIM(1)SIZE LARGER HARDENING VINYL CAULK THAN WALL FRAMING(OPENING (3)BEADS OR 1"WIDE TRIM CASING) z 2X STUDS AT 16"O.C. STRIP CEMENT COATED EXTERIOR MOISTOP-REFER TO V2"GYP.BD. 42"LOW WALL SLOPE SCREED PARALLEL Ily BEYOND FOAM SHUTTERS OR /HARDSCAPE AT DECK DETAIL 15/D-5 +� RAIL TO WITHSTAND MOLDED POLYURETHENE p LOCATION. SHUTTERS COATED WITH Z SHIM MAY OCCUR APPLIED LOADS PER FIRE RETARDENT PAINT-SEE F SECTIONAL OVERHEAD GARAGE CODE REOIREMENTS BUILDER'S SPECS. a WEEP SCREED DOOR CARPET 26 GA.GALV,MTL GUARDRAIL TO WITHSTAND (SHALL COMPLY WITH - W/31/2"HIGH NAUNG APPUED LOADS PER FLOOR FRAMING 2X14 STRINGERS C.R.C.CHAPTER 7A) FLANGE PER C.B.C.2512,12 CODE REQUIREMENTS 16"OC. SLR z \ GARAGE DOOR HARDWARE 7. HARDSCAPE MAY OCCUR INSTALL PER DOOR MANUF, 2X FRAMING VZ'PLYWD RISER TYP FINISH REQUIREMENTS KTGY GROUP,IMQ 7r— 1-1/8"PLYWD TREAD GRADE Ambitecmro Plum Eavi—tal V2"GYP.BD.AT �' POST PER STRUCT.PLANS 2X BLOCKING GARAGE INTERIOR FINISH " 2 MI C EL SO ENCLOSED USEABLE � _ 17992 MITCHELL SOUTH SPACE UNDER STARS 2X P.T. 2614 PLATES W/HILTI DS72 I —I I- I - 5/8"TYPE"X"GYP. C���% �320 O.C.P PROVIDE(JA35S0EEA DOOR TNR.ACK ATTACHMENT I:,;. PLATE®EA STRINGER v b WHERE OCCURS 9)8 $51-2133 10 Z' REFER TO PLANS (949)8545156 FAX REFER TO DETAIL 9,D-3 FOR ALL INFO,NOT SHOWN HERE, Irvine,California GUARDRAIL 14 TREAD AT BOTTOM 11 SHUTTERS 8 WEEP SCREED 5 GARAGE JAMB 2 License Stamp GARAGE INTERIOR FINISH STUCCO - WHERE OCCURS 1-HR 5/8"TYPE"X"GYP, 0/DBL LAYER BD.UO,N OF 60 MIN, 3-COAT STUCCO SYSTEM BLDG.PAPER 2x HORIZ FURRING AT 16"O.C.MAX O/METAL LOTH FUR NAILED a PA DBL LAYER 6T AL BLDG. 1/2"GYPSUM BOARD PAPER(SIDING AT ALT. SEE PLAN CONDITIONS) 2X STUD WALL DBL LAYER OF 60 MIN. PRE-MANUFACTURED BLDG PAPER 3-COAT STUCCO SYSTEM WOOD TRIM MAY OCCUR 26 GA. -- O/METAL LATH FUR NAILED FLASH 2x4 NAILER FLASHING MTL W PAPER(SLAYER ANG A60 ALT.� RIM 1/4"TURN DOWN EDGE CARPET CONDITIONS) Z' 2 LB.FOAM TRIM 0/BROWN COAT Principal in Charge - D. KENT INSET INTO SAWCUT AT µµ{{ 2x HOPE FURRING p 9 ALL SIDES rTi AT 16"O.O MAX MAY OCCUR SEE EXT ELEV 4 CONT.EXTERIOR PLASTER Project Director D. STODDARD FLASHING SET ON CONE, M' R.O. 3" 'W(DRIP)SCREED Project Architect , D. KENT SEALANT AT ALL 4 SIDES TREAD 2 x PAY O SILL PLATE SHUTTER (3x MAY OCCUR SEE MATCH JAMB DIMENSION Project Designer C. ADDINGTON TRELLIS MEMBER SEE EXT.ELEV, STRUCT PLANS) UNLESS NOTED OTHERWISE PER PLAN 2x14 STRINGERS FOR SIZE&STYLE ON EXT.ELEV, Checked By F. YONEMORI WEATHER BOARD LAP AT 16"O.C.TYP. ON NOW J-METAL \�^ HARDENING VINYL CAULK FLASHING MIN 2" \�v? --- 2i SPACER 2x WALL FRAMING— (3)BEADS OR 1"WIDE STRIP Sheet Title PRE-MANUFACTURED 26 GA GLAV,MTL AT EACH NAILER (2)ANGLED 2x4 NAILERS W/WATER TABLE BASE FLASHING V2"GYP.D AT GRACE ICE&WATER FLASHING OVER ARCHITECTURAL ENCLOSED USEABLE SHIELD EXTEND SPACE UNDER STAIRS, 6"BEYOND END OF (PROVIDE 3 AT / WEEP SCREED MOISTOP OR EQUAL DETAILS 2x4 NAILER SHUTTERS 48" 26 GA GALV.MTL v2X R.S.TRIM(1)SIZE LARGE NOTE OR GREATER IN W/3 V2"HIGH NAILING THAN WALL FRAMING LAP BUILDING PAPER HEIGHT.) FLANGE PER C.B.C.2512.1.2 (OPENING TRIM CASING) OVER FLASHING COLLAR SHUTTER SEE EXT ELEV III T_ FOR SIZE&STYLE 1f 1 I= SECTIONAL OVERHEAD III IIII iiii= r ALL Wpp.TRIM TREATED WITH GARAGE DOOR SECTION ELEVATION FIRE RETARpANT- Sheet NO. SEE BUILDER SPECS, BEAM c WALL 15 TREAD AT WALL 1121 SHUTTER 191 FURRED WEEP SCREED =6 GARAGE HEAD 3 D - 3 Q HLLH 10 HAKL DLIAIL No. Date Issue / Description 2/D-1 FOR ALL OTHER 1�2X STUDS (2)LAYERS,60 MIN,GRADED'PAPER INFORMATION NOT SHOWN - "-- 06/01/05 5096 SET PHASE II S ELECTRICAL BOX S NAIL IN PLACE HERE BUILDING PAPER 12/30/05 CLIENT REV./75% Q QUICKFLASH ONE PIECE LAPPED 0/FLANGE 01/31/06 PLAN CHECK CORRECT. ELECTRICAL BOX FLASHING ''••1 PANEL 3-COAT STUCCO SYSTEM _ © 02/21/06 BLD SUB SET/CLIENT RE 0/METAL LATH FUR NAILED - �• 2X BLOCKING — 0/DBL LAYER 60MIN BUILDING © 09/22/06 FIELD REVISIONS PAPER(SIDING AT ALT. CONDITIONS) © 5-8-08 2007 C.B.C.UPDATE x © 07/25/08 PLAN CHECK CORRECT. 2 LAYERS FO-t s BLDG PAPER Q 010/?4/OS CLIENT ENT REVISIONS REV. "NESCO"FOAM PIPES SEE EXT ELEV FOR ALT SHAPES — q INSTALL PER MFG SPECS. — _�J5/8"1YPE X" STEP 1 STEP 2 GYP BD, LOOKER7. 15 — 2 X STUDS WALL SEE DETAIL D-3 — AT 16"O.C. BUILDING PAPER s 2 x P.T:SILL PLATE FOAM TRIM PER ELEVATION REFER TO STRUCT. Q X MAY OCCUR SEE LAP SIDING FOR FOUNDATION STRUCT.PLANS) rtn�ae+rs asgaxirc rnon W ox ou'c Wram�pn rowm mErmnar nwmaa un mrarn Eros aR acsors n�nus uo�Ear�noru a vaa� 2 3 A WMPICfOR MNCIp'lr iU1pMFpaE NiM 1NE aADNIf.WOES MO MEOIODS OF 26 GA GAVL MI oxsmnw noun auw e r eE nwvE wmEu arncm u noa aw s c" RA HOUSE vece,�einda w onsaoes swu eE zf».so rwn 1HE ucxrtEc.anon*01HE �� Z-BAR FLASHING w $ a 2x6 WOOD TRIM 3-COAT STUCCO SYSTEM w 4 0/METAL LATH a c 0/1X4 WOOD TRIM q ° •" 2X4 WOOD TRIM O/DBL LAYER Project . STEP 3 4 STEP 4 OF 60 MIN.BLDG.PAPER BRICK VENEER INSTALL SEALANT FOX AND JACOBS QUICKFLASH ELECTRICAL FLASHING PANELS ARE PER C.B.C:1405 °. n fD —GRACE WATER 2X FRAMING DESIGNED TO BE INSTALLED OVER CARLON, • e ° AT R OS ETTA BOWERS,AND CANTEX ELECTRICAL BOXES 2 LAYERS SHIELD (TRUSSES) ONLY.DETAIL SIMILAR FOR INSTALLATION OF BLDG PAPER ° L—i--CEMENTIOUS SIDING CANYON II SINGLE GANG AND UTILITY PIPE FLASHINGS. _- 0/BUILDING PAPER QUICKFLASH FLASHING 13 BRICK VENEER 10 HOUSE / GARAGE 17 t- I-ITLOOKER 4 FOAM PIPE 1 TRACT #25477 FOX AND JACOBS MFGR ADHERED STONE VENEER 1 REFER TO DETAIL 6/D-2 FOR ADDITIONAL INFORMATION W/PORTLAND CEMENT PASTE 9 REFER TO DETAIL 6,D-2 FOR LAKE ELSINORE, AND TYPE S MORTAR ALL INFO:NOT SHOWN HERE, SEE UBC SEC 140354 CALIFORNIA 3-COAT STUCCO SYSTEM O/METAL LATH FUR NAILED 0/DBL LAYER 60MIN BUILDING CONO CURB OONDTIONS)G AT ALT 2 LB.TRIM APPUED 0/BROWN BEYOND STUCCO 2005 -0 5 0 8 COAT W/COLOR COAT OVER EXPANSION 8° 2 x PT.D.F.SILL PLATE --' WIRE LATH - JOINT (3x MAY OCCUR SEE SLOPE 4"MN.THK STRUCT.PLANS) -� CONC. DBL LAYER OF 60 MIN. DRNEWAY CONIC�GAR CONTINUOUS NON BLDG PAPER HARDENING VINYL CAULK a GRADE (3)BEADS OR 1"WIDE ° STRIP _" 2x SOLID BACKING a ° • SLOPE SCREED PARALLEL �" <. •.a" 4 " P�F to 1/4"SLOPE KEENE 7/8"XJ15-3 /HARDSCAPE AT DECK ° LOCATION: �— CONTROL JOINT 1 o • P -- . WEEP SCREED FOR LOOCCATIONS a 26 GA.GALV:MTL • a e W/3 1/2"HIGH NAILINGgo z E o a FLANGE PER U:B.C.2506 y EPS SHAPED FOAM �,HARDSCAPE MAY OCCUR 2" 1" 5" TRIM APPLIED a BROWN COAT W/ KTGY GROUP,iNc. STUCCO OVER Arohtt SEE FOR PLANS FOR ADDL e -- 9 MIN. REINFORCEMENT AT FTGS J actaro Planning 6ahronmeatal WHERE REQUIRED BY FINISH 3-COAT STUCCO SYSTEM 12"MIN. STRUCTURAL ENGINEER. d GRADE 0° 0/METAL LATH 0/DBL t ,^ &IA t7992 MITCHELL SOUTH _ _ IRVINE,CA 92614 - - 3-COAT STUCCO SYSTEM LAYER OF BLDG PAPER (949)851-2133 0/METAL LATH 0/DBL L,..` (949)851-5156 FAX . . LAYER OF BLDG.PAPER i sEameu au ie. eo'n Irvine,California GAR. SLAB TO DRIVEWAY 114 ADHERED VENEER A, Ill FOAM SHELF 18 FOAM SHELF 15 CONTROL JOINT License Stamp: DENSHIELD SEE F BACKER BOARD FOR DADDTIETAILONAL D 4 INSULATION BLANKET 6" INFORMATION �AS REQUIRED PER 7/8"3-COAT STUCCO ENERGY COMPLIANCE - ROUND CONCRETE NEATLY SYSTEM O/METAL CALCULATIONS TYP. A AT THE TOP LATH 0/2 LAYERS OF BLDG PAPER PRV.OVERFLOW UNE "DENS-SHIELD" STRAP 3 V2"DIAM,GALV.STEEL PIPE (FURRED OUT TO LAP OVER& FILLED WITH CONCRETE COVER TOP FLANGE OF TUB/SHOWER) TUB AND SHOWER ,EII HEATER a _ —PANT DENSHIELD 4„ Principal in Charge D. KENT m BACKER BOARD SHOWERHEAD W/ FLANGE lai STRAP Project Director D. STODDARD I GARAGE SLAB, ENSHIELD i� Project Architect D. KENT PER STRUCTURAL BACKER BOA - FOAM TRIM CAULKING/SILICONE Project Designer - C. ADDINGTON ed (BETWEEN BOTTOM OF DENS-SHIELD&TOP OF o Checked By . F. YONEMORI MIN TUB/SHOWER SURROUND Z cc 4 v MANUFACTURED ADHERED a r �@ STONE VENEER,INSTALL Sheet Title PER C:B:C.SEC 1403 TUB/SHOWER ° •q, DENSHIELD BACKER BOARD (SEE INTERIOR ELEVATIONS) ARCHITECTURAL ~ a ^16"DIAMETER \ 1 1/2"x 3"LAG BOLT WITH WASHER DETAILS CONCRETE FOOTING, 2"THICK. EACH END OF STRAP TO STUD 2"MN.IMBED SEE STRUCT:DWGS: BLDG PAPER INCOMBUSTIBLE INTO SECURED WD. 2 X STUDS WALL PAD FROM RIDGE NOTE `O SGRAVEL TRUCT.DWG'SER NSULATION OR EQUAL DETAIL SHOWN IS MINIMUMOANCHORAGE 50 GARS UP LLFOR WATERONS 16 GA.MIN.GALVANIZED CAPACITY.ANCHOR HEATER TO RESIST STEEL T AND 'PLUMBER ATAPE' A LATERAL FORCE EQUAL TO HEATER Sheet No, H W R COMBO WEIGHT PLUS CONTENTS PIPE BOLLARD A, 15 1 DENSHIELD BACKER BOARD 1121 STONE CAP 9 SHOWER HEAD WALL 6 WATER HEATER 3 D - 4 FOR JAMB WINDOW FLASHING: DIMENSIO No. Date Issue / Description SEE PLAN SECTION 1405.3 OF THE CODE STATES THAT"FLASHING SHALL BE 06/01/OS 509a SET PHASE II 2 INSTALLED IN SUCH A MANNER SO AS TO PREVENT MOISTURE FROM LAYERS 12/30/05 CLIENT REV./75% INSTALL PER BRICK VENEER ENTERING THE WALL OR TO REDIRECT IT TO THE EXTERIOR" BUILDING PAPER Gs.c.SEC.1405 BRICK VENEER 01/31/06 PLAN CHECK CORRECT, INSTALL PER C.B.C.SEC.1405 Da 02/21/06 BLD SUB SET/CLIENT RE DEL LAYER 60 MIN BLDG 2 x P.T.SILL PLATE 09/22/06 FIELD REVISIONS SHEATHNG _.._. LINTEL _ (3 X MAY OCCUR SEE 5-8- 88 2007 C.B.C.UPDATE z - STRUCT,PLANS) WINDOW CONTINUOUS NOW ® 07/25/08 PLAN CHECK CORRECT. g VARIES-SEE PLAN EXTERIOR FINISH HARDENING VINYL CAULK Q 07/25/08 SPEC.LEY./CLIENT REV. a 2X R.S.TRIM M SIZE LARGER ROUGH-IN u� THAN WALL FRAMING L OPENING MATERIAL SEE (3)BEADS OR Y'WIDE Q ELEVATION STRIP 10/14/08 CLIENT REVISIONS m (OPENING TRIM CASING) SILL BLDG PAPER — SLOPE SCREED PARALLEL MOISTOP OR EQUAL -- W/HARDSCAPE AT DECK LOCATION. SHIM AS READ 6 EE NOTE BELOW p - WEEP SCREED SECTIONAL OVERHEAD t 2. STUCCO SOFFIT _ GARAGE DOOR ATTACH SILL STRIP WITH TOP ATTACH JAMB STRIP WITH SIDE BEAM PER EDGE LEVEL WITH ROUGH SILL- EDGE EVEN WITH ROUGH-JAMB STRUCTURAL d 26 GA GALV.MTL W/3 VT HIGH NALING EXTEND BEYOND EDGE OF FRAMING,START STRIP 1"BELOW � - z rtsnEaa,tsrnaxonroanarwmsmtcmxroramneraraaccr FLANGE PER CB.C.2512.12 NNerNc M arxam6PPM19IXib69016N11E aae uoscacnmtacr _ ROUGH OPENING AT LEAST 6". LOWER EDGE OF BILL STRIP AND STUCCO----—, � � � � � � Awmwicrax.xaaxitirKxwn�oora�Nnx�awxicaorsnwr.�rrmsac SECURE ALL MOISTOP(OR EXTEND 4"ABOVE LOWER EDGE . '. SLS OPE� N � s�1pNoaa.�xiss�w�i��am"mx"bin�r0�rn�onN6o� AT BRICK EQUAL)WITH GALVANIZED NAILS OF LINTEL BLDG PAPER GARAGE DOOR HARDWARE VENEER OPTION �Nr ox curs secaunucraas�oc�c��xawc�aan�� INSTALL PER DOOR MANUF. OR POWER-DRIVEN STAPLES S' tf FOP NfV 06£e15N WPSIW41gN ,�aucmi�s Nrt rm raLovm HARDSCAPE MAY OCCUR REQUIREMENTS 2X6 BACKER FINISH - BOARD STUCCO SOFFIT EO EO 2x6-4 SIDES GRADE Project POST PER STRUCT.PLANS NOTE: DNE-WIRE,WHEN USED AS BACKING TO SUPPORT BUILDING d . V2"LAG AT TOP PAPER BENEATH WIRE LATH(NETTING)FOR PORTLAND CEMENT T r PLASTER(STUCCO),SHALL BE INSTALLED AS FOLLOWS: FOX AND J ACOBS GARAGE INTERIOR FINISH &BOTTOM A II I I v 5/6"TYPE"X"GYP. S N FOR INSTALLATION OF BD.U.O.N.-NOCHED AT 1. WIRE GUAGE,SPACING,AND ATTACHMENT SHALL BE IN ACCORDANCE AT R OS ETTA ALL VENEERS REFER DOOR TRACK ATTACHME WITH REQUIREMENTS OF BUILDING NEWS ITEMS 47-1. CANYON I I TO C.B.C.SEC.1405 WHERE OCCURS 7 l? REFER TO PLANS 2 PERIPHERAL FLASHING,AT ALL EDGES OF WALL OPENINGS,MUST COVER PLAN THE WIRE BACKING. GARAGE JAMB (BRICK) 12 3. NO ATTACHMENT DEVICES NOR THE WIRE BACKING SHALL COVER OR SIDING BRICK SCREED 1 TRACT #25477 PENETRATE THE FLASHING MATERIAL pp MFGR ADHERED STONE VENEER ELA ROPROOFSHEET FOX AND JACOBS W/PORTLAND CEMENT PASTE AND TYPE S MORTAR4NSTALL PER C.B.C.SEC 1405 t PLYW�Ep TOR GRADE O LAKE ELSINORE, r w g POST PER 2x4 MIN STUDS AT E O.G CALIFORNIA s STRUCTURAL 5/8"TYPE'X'DENSHIELD SHAPED 2x4 I AREGL/ARD OR APPROVED 2X6 CAP ^/ /jam( (2)2x3 TOP RAILS A 2x BACKING I EQUAL L O O S—O 5 O V OFFSET OUTSIDE RAIL NOTE 2x BLOCKING AS NEEDED 2X IRS TRIM(U SIZE LARGER TO SLOPE TOP CAP GI.FLASHING I 'MANABLOC"MOUNTING THAN WALL FRAMING(OPENING TO DRAIN 3 4• z STRAP TRIM CASING) INSTALL WINDOW JAMB NAILING COMMENCING AT THE BOTTOM 2x2-4 SIDES w/ I a 'MANABLOC"WATER STUCCO KEY o CONTROL SYSTEM FLANGES OVER A CONTINUOUS (SOLE PLATE)OF THE WALL,LAY z MOISTOP BEAD OF SEALANT ON THE BUILDING PAPER UNDER SILL I § 5 a MAIN DISTRIBUTION SHIM AS READ MOISTOP(OR EQUAL). INSTALL STRIP. I w 2X2 AT 5"O.C. THE WINDOW HEAD MOIST STOP ¢ "MANABLOC"14'k40" SECTIONAL OVERHEAD GARAGE (MPD4IXIL)ACCESS PANEL DOOR (OR EQUAL)ON A CONTINUOUS NOTE CUT ANY EXCESS va`a� OPE <a (OR EQUAU INSTALL PER tl ELASTOMERIC (?�2x4 BOTTOM PALS BEAD OF SEALANT APPUED TO BUILDING PAPER THAT MAY SHEET PROOFING I MANUF.(ULs GSO7-R6402-� THE WINDOW HEAD NAILING EXTEND ABOVE THE SILL FLANGE FLANGE LINE ON EACH SIDE OF(SHOWN WATER ONES(EMT PANTS) AS SHORT DASHED LINES).DO STUCCO OVER INTERIOR FINISH -- NOT SLICE BUILDING PAPER FOAM TRIM " 2x BLOCKNG AS NEEDED GARAGE DOOR HARDWARE POST/STONE HORIZONTALLY SO THAT THE SEE ELEV 6„D,�X.GVPSLA,t <,. INSTALL PER DOOR MANUF. BASE BEYOND PAPER WILL LAP OVER THE JAMB FOR SIZE 7.O.FF. -'BOARO . REQURF1dENTS ._ STRIPS,INSTALL SUCCESSIVE STONE VENEER F.G.F. POST PER STRUCT.PLANS ° LINES OF BUILDING PAPER(BCDT AT 1 KTG V 1 G ROU P,wc. ETC)OVER JAMB AND HEAD -- -g F GARAGE INTERIOR FINISH FLANGES,LAPPING EACH N SIDE VIEW PLAN VIEW - Archlrxrura P,.m1a earvmmeNtal STEEL POST BASE + - s v 5/6"TYPE"X"GYP• COURSE PER STRUCTURAL :I<H, b e "y 17992 MITCHELL SOUTH BD.U.O.N.-NOCHED AT - -- DRAWINGS .- t ,I IRVINE,CA 92614 DOOR TRACK ATTACHMENT THE ABOVE METHOD APPLIES ONLY TO THE MOST COMMONLY USED TYPE 2x4 P.T.DF h I t FOR INSTALLATION OF WHERE OCCURS SECTION SOLE PLATE F -�' t (949)851-2133 ALL VENEERS REFER REFER TO PLANS OF METAL FRAME(SURFACE MOUNTED). FOR OTHER TYPES OF FRAMES, r , r„ pc a ,,. (9a9)851-5156 FAX TO C.B.G SEC.1405 SPECIAL ATTENTION MUST BE PAID TO THE MANUFACTURERS HARDSCAPE I I j�_" z o i ancel tho H RECOMMENDATIONS, WHERE OCCUR g �6. Irvine,California NJ /SAS REQUIRED PER GARAGE JAMB (STONE) 13 PORCH RAIL POST CONN. 10 TYPICAL MOISTOP INSTALL 8 LINE OF CEILING CCESS PANEL MR4 ° a z License Stamp: FOR JAMB POST-REFER TO PLAN SIN r PROVIDE FIRE CAULK - - �, ° _ °- TO in (ACCEPTABLE FOR DIVERSION - GI.FLASMNG-LET INTO - 4X8 CORBEL "POLY ETHYLENE CRO SEE PLAN AT SIDES AND POST ° c... S ° UNKED"(PE4 AS MI CORNERS MFGR ADHERED STONE VENEER d BY 3M(OR APPROVED W/PORTLAND CEMENT PASTE EQUAU I AND TYPE S MOFTAR-INSTALL EQ d EQ. PER CBC SEC 1405 2x4 TRIM 4° 2x4 TRIM SURROUND 2x6 FRAMING DBL LAYER 60 MIN BLDG ALL AROUND ACCESS PANEL PER or / PAPER SHEATHING 2x6 FACING VARIES-SEE PLAN MANUF• - <" STl1CCO OVER _ FRONT AND BACK z SLOPE FOAM TRIM ITYPE—A FOR SIZE z 4x4 POST 0. ENSHIELDxRREGUARD 2X IRS TRIM M SIZE LARGER OR APPROVED EQUAL - �u THAN WALL FRAMING a AS oC�CU�R3 PLYWOOD ¢z Principal in Charge D. KENT (OPENING TRIM CASING) as BRICK VENEER �j "MANABLOC"WATER Project Director D. STODDARD MOISTOP OR EQUAL INSTALL PER UB.C. lx2 CORNER 8 CONTROL SYSTEM Project Architect - D. KENT SEC,14035-TYP. 2x6 TRIM WITH ¢ 3"NAILING — - SHIM As FEQD BOARDS EXPOSURE Project Designer : C. ADDINGTON CHAMFERED TOP 2x ELEVATIONS) FRAMING(SEE SHAPED 2x4 i� SECTIONAL OVERHEAD ALL AROUND FIEVATIONS) r§o a WATER LINES- Checked By F. YONEMORI GARAGE DOOR POST PER O VERTICAL THRU TOP CONC.FOOTING STRUCTURALO PLATE SIDING ~ 2x BLOCKING AS 0 0 (POSTSRT.DRAWIASE AS UNGS) SHEETRED OWATER IC NEEDED Sheet Title SEE96 FRAMINGDOOR HARDWARE TYP SIDE ELEVATION FRONT/BACK ELEVATION ° ° PROOFING 00�G INSTALL PER DOOR MANUF. GRADE ARCHITECTURAL REQUIREMENTS 2X6 FACING a a_ T�CONCRETE PLARFN ER PLYWOOD DETAILS POST PER STRUCT.PLANS FRONT AND BACK - a LINE OF VENEER FINISH GARAGE FLOOR 0-•GF) GARAGE INTERIOR KNISH 44 POST BELOW 1-HR.50 TYPE'X"GYP. ELEVATION FOR INSTALLATION OF NOTE: CAULK ALL JOINTS - ....._, ALL VENEERS REFER BD.R TRACK NOTCHED AT 2xBCH TRIM EWITHDT AS REQUIRED,SEE STRUCT. NOTE TO CDC SEC.1405 DOOR TRACK ATTACHMENT CHAMFERED TOP DETAILS FOR POST BASE THE MANIFOLD SHALL BE LOCATED NEAR THE WATERHEATFA,BUT NO CLOSER Sheet No., PAN ALL AROUND REQUIREMENTS• PLAN THAN 3'-0"VERTICALLY(ABOVE)OR 18'HORIZONTALLY(TO THE SDD. GARAGE JAMB (STONE) 1141 COLUMN 11 COLUMN Z� 9 TAPERED WOOD COLUMN 6 'MANABLOC' ENCLOSURE n 3 D -C.) SHEET INDEX a w W SCS STRUCTURAL COVER SHEET c z x co SN1 STRUCTURAL GENERAL NOTES X: PLAN 1979 S1-1 FOUNDATION PLAN A,B,C,&D S1-2 FLOOR FRAMING PLAN A,B,C.&D S1-3 ROOF FRAMING PLAN A,B,C,&D o PLAN 2400 S2-1 FOUNDATION PLAN A,B,C,&D S2-2 FLOOR FRAMING PLAN A,B,C,&D I,OfE55 N S2-3 ROOF FRAMING PLAN A,B,C,&D NW r�N° ry�Fc PLAN 2613 E. s A p \# STRUCTURAL PLANS - " 53-1 FOUNDATION PLAN A,B,C,&D 'r of cn��e S3-2 FLOOR FRAMING PLAN A,B,C,&D S3-3 ROOF FRAMING PLAN A&B FORS3-4 ROOF FRAMING PLAN C&D Q Q PLAN 2710 z U U S4-1 FOUNDATION PLAN A,B,C,&D u S4-2 FLOOR FRAMING PLAN A,B,C,&D O /Y Z FOX & JAC O B S AT R O S ETTA CANYON 11 S4-3 ROOF FRAMING PLAN A,B,C,&D \ 00 PLAN 2875 r CENTEX HOMES Q o S5-1 FOUNDATION PLAN A&B S5-2 FOUNDATION PLAN C&D '` J (, BY S5-3 FLOOR FRAMING PLAN A&B V w Vi S5-4 FLOOR FRAMING PLAN C&D < W S5-5 ROOF FRAMING PLAN A&B Y U S5-6 ROOF FRAMING PLAN C&D z PLAN 3113 W° S6-1 FOUNDATION PLAN A I `^VJ ° S6-2 FOUNDATION PLAN B,C,&D O � W ° INNOVATIVE oc � 0 ° S6-3 OPT.3-CAR GARAGE FOUNDATION PLAN A,B,C,&D O S6-4 FLOOR FRAMING PLAN A LO - ? S6-5 FLOOR FRAMING PLAN B,C,&D �/ y� S6-6 OPT.3-CAR GARAGE FLOOR FRAMING CI X STRUCTURAL PLAN A,B,C,&D \ w S6-7 ROOF FRAMING PLAN A&B /1 S6-8 ROOF FRAMING PLAN C&D z ENGINEERING STRUCTURAL DETAILS LL jr U SD1 STRUCTURAL FOUNDATION DETAILS PROJECT DESIGN CRITERIA SD2 STRUCTURAL GENERAL DETAILS No: Revision: Date: GOVERNING BUILDING CODE SD3 STRUCTURAL ROOF DETAILS BDC 07/18/08 2007 CALIFORNIA BUILDING CODE SD4 STRUCTURAL FLOOR DETAILS G/EOTECHNICAL REPORT l REPORT aERF64NWEo ev:w--vw� SD5 STRUCTURAL GENERAL DETAILS 10 NAME. ALBUS-KEEFEASSOC.( L Al PROJECT NO.:102126.02 H HARDY PANEL DETAILS GEOTECHNICAL PARAMETERS ALLOWABLE SOIL BEARING=2000 PSF PASSIVE EARTH PRESSURE=250 PSF EXPANSION INDEX(Ep=VERY LOW TO LOW CORROSIVITY=NOT PROVIDED SULFATE EXPOSURE=NEGLIGIBLE LIQUEFACTION POTENTIAL=LOW TOTAL EXPECTED SOIL SETTLEMENT=112"IN 30' MINIMUM CONCRETE SPECIFICATIONS COMPRESSIVE STRENGTH,Pc=2.500 PSI STRUCTURAL WATER CEMENT RATIO=0.65 TYPE''CEMENT COVER SHEET SEISMIC DESIGN PARAMETERS SITE CLASS=D SHORT PERIOD SPECTRAL ACCELERATION Ss=1.500 1 s PERIOD SPECTRAL ACCELERATION S7=0.600 SEISMIC DESIGN CATEGORY,SDC=D IMPORTANCE FACTOR le=1.00 DATE: 07/18/08 OCCUPANCY CATEGORY=II WIND DESIGN PARAMETERS JOB NO.: 08-1107 WIND DESIGN SPEED(3s GUST)=85 MPH WIND IMPORTANCE FACTOR,Iw=1.00 WIND EXPOSURE=EXPOSURE B SCALE: NTS GRAVITY LOAD PARAMETERS LIVE DEAD TOTAL LOAD SHEET# ROOF= 20 PSF+ 20 PSF= 40 PSF FLOOR= 40 PSF+ 14 PSF= 54 PSF WALL(INTERIOR)= 10 PSF= 14 PSF ^ �\/� WALL(EXTERIOR)= 14 PSF= 14 PSF _`v1_/V�_`v1_ CANTILEVER EXTERIOR DECK= 60 PSF+ 14 PSF= 74 PSF STRUCTURAL STEEL NOTES ABBREVIATIONS °: GENERAL NOTES a = TABLE 2304.9.1 1 ,1L 7= - 1.ALL CONSTRUCTION AND WORKMANSHIP SHALL CONFORM TO THE 2007 H tx 1.ALL FABRICATION 8 ERECTION SHALL CONFORM TO THE LATEST STANDARDS OF ry'^' F.,F )..,. N 4 a CALIFORNIA BUILDING OODE.NOTE ALL REFERENCES ON PLANE TO SECTIONS Q CONNECTION NAILING THE AMERICAN INSTRUE OF STEEL CONSTRUCTION AISI SPECIFICATIONS FOR AND TABLES REFER TO THE CALIFORNIA BULGING CODE. C = e y STRUCTURAL STEEL BUILDINGS. AS • ANCHOR BOLT GT GIRDER TRUSS 2ABV ABOVE HDR HEADER amS m JOIST TO SILL OR SWK TOENAIL (5 bd 2.STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICATIONS: .THESE NOTES SHALL 8E USED N CONJUNCTION WTIH THE PLANS AND ANY am H Lia ADDL ADDITIONAL HOF HANGER DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND h BRID61N6 TO JOIST,TOIML EACH 00 ( 6d THE ENGINEER. V•6'S1J3F1 OM OR LESS TO EACH JOIST,PACE NAIL 1M T&E AWM SPECIFICATION ALT ALTERNATE ISO =INTERNATIONAL BUILDING CODE WSHAPE A902 OR A572 GRADE 50 SEW • BOTTOM EACH WAY N INCH 3.CONTRACTOR MUST CHECK DIMENSIONS,FRAMING CONDITIONS,AND SITE WDEI THAN I'z 6'JOIST OK 6 10 EACH JOIST,PAGE NAIL IS)6d BLK BLOCK INFO .INFORMATION CONDITIONS BEFORE STARTING WORK ARCHTIECT AND THE ENGINEER SHALL BE u M,S,N-SHAPES A36 OR A672 GRADE 60 2'SLl3Fl4OR TO JOIST OR 61ROEl,BLIND AHD FACE NAIL 16d NOTFlm IMMEDIATELY OF ANY DISCREPANCIES OR POSSIBLE DEFICIENCIES. SOLE PATE TO JOIST OR SLOOKIN6,TYPICAL FACE NAIL 16d AT 16',V, ANGLES LS A38 OR A572 GRADE 60 BLVI BLOCKING TNT -INTERIOR ANGLES A36 BLW BELOW UST -JOIST 4.CONDITIONS NOT SPECIFICALLY DETAILED SHALL L CONSTRUCTED AS SPECIFIED SOLE RATE M JOIST OR BL.00X®,Alb BRACB7 WNl PANELS (S)16d PER W'oh PLATES 6 BHA A3B BM BEAM L6L .LAMINATED STRAND LUMBER IN TYPICAL DETAILS FOR THE RESPECTIVE MATERIALS. > TOP PLATE TO STI.D,END NAIL. (2)I6d STEEL PIPE A53 GRADE B BN • BOUNDARY NAILING EVIL -LAMINATED VENEER LUMBER STIR TO SOLE RATE ( 8d TOENAIL OR(2)Ib Eb NAIL ROUND HSS A600 GRADE S OR C BPO BEARING MAX 5.THE DRAWINGS AND SPECIFICATIONS REPRESENT THE FIN SM STRUCTURE.ALL DOLELE STWS,ME NAIL lad AT 24'0/4 SD.5 RECT. A50D GRADE B OR C BRACING,TEMPORARY SUPPORTS,SHORING,ETC IS THE SOLE RESPONSIBILITY d MACHINE BOLTS A325,A490,F1852,F2280 BTM BOTTOM MFR MANUFACTURER OF THE CONTRACTOR.OBSERVATION VISITS TO THE JOB SITE BY THE ARCHITECT _ Dabli TOP PLATES,TYPICAL FACE NAIL 164 AT 16'014 NUTS A563,AT94 BTMN BETWEEN MIN =MINIMUM AND THE ENGINEER DO NOT INCLUDE INSPECTION OF CONSTRUCTION PROCEDURES. DOHS)TOP PLATES W SIM SOLE RATE TO JUST OR EDGMIB,AT BRACED WAIL PM8-5 0)l64 WASHERS F436 BTR • BETTER MULTI =MULTIPLE THE COMPACTOR M SOLELY RESPONSIBLE FOR ALL CONSTRUCTION METHODS S BLOGCIN6 BE44MN JOISTS OR RAFTERS TO TOP RATES,TOENAIL (5)8d ANCHOR RODS F1554-A36 AND SAFETY O NU AT THE WORKSTIE.THESE VISITS SHALL NOT BE SHEAR STU03 A108 CBC • CALIFORNIA BUILDING CODE WA NOT APPLCABLE CONCONSTRUEDA AS CONTINUOUS AND DETAILED INSPECTIONS RIM JOIST TO TOP RATE,TOENAIL. Sol AT W olc CLG CEILING NIP =NOT PROVIDED g DESIGN,MATERIALS,EQUIPMENT,AND PRODUCTS OTHER THAN THOSE Top RATES,LAP Alb INIEbECT1015,FACE MAIL b d 3.ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED AFTER CONS • CONCRETE OIC =ON CENTER DESCRIBED BELOW OR INDICATED ON THE DRAWINGS MAY BE CONSIDERED FOR CONTINDU5 IEADE{TWO PIECES. 16d AT 16'W.ALM EALH 00 FABRICATION IN COMPLIANCE WITH ASTM At 23.ALL FIELD WELDS ON DBL . DOUBLE PI PLASTICITY INDEX USE,PROVIDED PRIOR APPROVAL IS OBTAINED ROM THE OWNER ARCHITECT, CEILING JOISTS TO PLATE TOENAIL (3)SDI GALVANIZED STEEL SHALL BE TREATED WITH ZINPRICH PAINT IN COMPLIANCE OF • DOUGLAS FIR PLT PLATE THE ENGINEER,AND THE APPLICABLE GOVERNING CODE AUTHORITY. COKTINGUS 1EAOEt TO Sw TOENAIL. (4)Dd WITH ASTM A780. CIA DIAMETER PLYWD=PLYWOOD CEILING JOISTS,LAPS OVER PARTITIONS,PAGE NAIL Mind OJ DECK JOIST PNL =PANEL SHOP DRAWINGS 4.ALL STEEL FABRICATION SHALL BE PERFORMED IN A SHOP APPROVED BY THE GENUINE,HOISTS TO PARALLEL,RAFTERS,FACE NAE. (3)Wd GOVERNING JURISDXTION DEPARTMENT OF BUILDING 5 SAFETY. DP DEEP PSL =PARALLEL STRAND LUMBER 1.THE SHOP DRAWING SUBMITTALS FROM THE VARIOUS TRADES WILL BE REVIEWED IROf 6 4 RAFTER TO RATE,TOEWJL (5)Dd DR DROP PT POST TENSION BY THE ENGINEER OR ARCHITECT ONLY AFTER SUCH DRAWINGS HAVE BEEN: ,L O 1'BRACE TO EACH STIb AND PATE,FACE WAIL. ad S.THE STRUCTURAL STEEL FABRICATOR SHALL PROVIDE A SET OF SHOP EA . EACH REV REVISION A INITIALLY RENEWED AND ACCEPTED AS CONFORMING WITH THE STRUCTURAL 'y FZ I'x 8"SIPATNS OR LEES TO EACH BEMRNB,FACE NAIL Dd FABRICATION DRAWINGS FOR APPROVAL TO THE ENGINEER OF RECORD.THE EI EXPANSION INDEX RE ROOF CHECKE WITH HEIR SIGNATURES THE RESPONSIBLE SUPERVISOR AND ORAWMI08 N / FABRICATOR SHALL NOT FABRICATEDRAWINGS. THE STEEL UNTIL THE ENGINEER OF RECORD CHECKER WITH THEIR SIONATIHES. N g v WDBL T6YR I'x 8'SIEATNN6 TO FXM BENLIN6,FALE TAW. W EMBED. EMBEDMENT RR -ROOF RAFTER m IULT41P CORIM STLDS. IN AT 24'.(. HAS APPROVED THE SHOP DRAWINGS. EN EDGE NAILING SHTO SHEATHING B.APPROVED AND ACCEPTED WITH A STAMP FROM THE GENERAL CONTRACTOR /30A B)ILTiP 6111 AND BEAMS 20d AT 52'0/4 AT TOP AND BOTCH STA66E837 8.ALL WELDING SHALL BE IN CONFORMANCE WITH THE LATEST AISC 5 AMERCAN EW =EACH WAV 91M SIMNAA AS CONFORMING TO THE CONSTRUCTION DOCUMENTS. L 0 \P (2)70d AT EbS AO AT E14 H SPICE WELDING SOCIETY(AWS)STANDARDS.ALL WELDING SMALL BE PER USING EWEI >_ENGINEERED WOOD BEAM SPIN SOLE PLATE NAILING AT EAOI eEA18W A 8MIELOED ARC PROCESS USING APPROVED ELECTRODES CONFORMING TO AWS F.)CT EXTERIOR SO -SQUARE WOOD FRAMING F cN.\f SPECIFICATION E707O AND HYDROPOSSESS A M.WELD MATERIAL SHALL COMPLY WITH FA FROM ABOVE BOSH =SQUASH 1.ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH WITH 19%MAXIMUM MESAWS S AT DEGREES AND POSSESS A SHARPY V-NOTCH ED By ONLY 20 CERTIFIED ED WELDERS. REES F.WELDING SHALL BE PERFORMED BY ONLY AWS PION FOUNDATION SW STANDARD MgSTURE RULECONS FOR OF E FOLLOWING GRADES,CONFORMINGUNLESS NOTED STANDARD HARDWARE NAILING SCHEDULE AWRITTE WELDING EL ING PH J FULLRJUST SW SHEAR WALL GRADING RULES FOR WEST COASTAMBER N0.17,UNLESSNOTED OTHERMEATS:SE =FLOOR JUST Tp =TOP PLATE THE LUMBER GRADES AS SPECIFIED BELOW MEET MINIMUM REQUIREMENTS: 7.A WRITTEN WELDINGPROCEDURERECTOR:ANDRETIONS REVIIPS)EWED PER AWS ENGINEER SHALL BE =TRIANGULAR STRAND LUMBER 9 UBP Luber C Capacln A�LICAT@l tlAILEIYE EZ COO!no 116.. RECORD AND THE B BUILDING DEPART CTOR AND REVIEWED BY THE ENGINELT OF FL RUSH Ts LUMBER SIZE GRADE Roduct Nunber G acl! [Ube) Rodxl Nurber G cl [LbAJ Festrsr 9dnsd0le ( !1](B RECORD AND THE BUILDNGL DEPARTMENT. PER FINGER FLOOR TVP =UNIFORM TYPICAL C� FNGR RINGER USC UNIFORM BUILDING CODE PLATES,BLOCKING STD OR STIR _ B.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS AND JOINT FRMG FRAMING LINO =UNLESS NOTED OTHERWISE STUDS TO 10-a IN HEIGHT STD2 BTR })QLQRISQ PREPARATIONS THAT INCLUDE,BUT ARE NOT LIMITED TO,ERECTION ANGLES,LIFT STUDS OVER 1a-0'IN HEGNT NO.2 V V FT FEET 1NWM WELDED WIRE MESH WELDING 2x RAFTER JOISTS NO.2 BTbH/ SYS WTT22 sill (32)d d ON- Holdoen 3-V4"x.H8' Orson'4" 'W' HOLES AND OTTER AIDS, G PROCEDURES,REQUIRED ROOT OPENINGS. CIA _GAGE W/ WITH 4x8 THROUGH 4xl2 BEAMS HEADERS AND POSTS NO.2 HfT22 5,115 HT52 5)15 (37)Wd 6xsere Holdonu 3-V4"x.H8" Gesl'4" '10' ROOT FACE DIMENSIONS,GROOVE ANGLES,BACKING BARS,GOES,SURFACE ROUGHNESS FACE IMEAND UNEQUAL PARTS. OLB GLU-LAM W10 WITHOUT 4x14 BEAMS,HEADERS AND POSTS N0.1 MOOS 8375 PHDB 82M (20)1A'4 x 3"L ENDS Baeue Hold- WA WA WA 4.4 POSTS,HEADERS NO.2 i HHDGII IIA45 Not Available WA (24)16"n x 21V L 8D8 Br- Holdoe n WA WA WA S.FIELD WELDING SMALL BE PERFORMED BY A BUILDING DEPARTMENT CERTIFIED POSTS AND TIMBERS(Bx ANDD LARGE N0.1 O Q HHDO14 14,100 Not Available WA (30) '4 x 213" UPS 61- Holdoum WA WA WA WELDERS.FIELD WELDING REWIRES CONTINUOUS SPECIAL INSPECTION. MANUFACTURED WOOD TRUSSES BEAM ANDSTRINGERS(Bx AND LARGER) NO.1 �JJ PERIODIC FIELD SPECIAL INSPECTION I6 ACCEPTABLE FOR BOOR AND ROOF DECK 1.MANUFACTURER SHALL SUPPLY TO THE ENGINEER AND THE BUILDING DEPARTMENT 2.UTILITY GRACE LUMBER IS UNACCEPTABLE FOR ANY PURPOSE. cc Z WELDING,STUD WELDING 6 WELDING OF&TAIRMANDRAIL SYSTEMS. CALCULATIONS AND SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION.ALL B I9 10.BOLTING OF STRUCTURAL STEEL SHALL MEET THE RESEARCH COUNCIL ON CALCULATIONS AND SHOP DRAWINGS SMALL BE SIGNED BV A CALIFORNIA REGISTERED 3.2X4 FLAT HEADERS ARE ACCEPTABLE FOR USE IN INTERIOR NONSEARING WALLS O O PADESSION ENGINEER.R SHALL BE THE RESPONSIBILITY OF THE MANUFACTURER TO ONLY.REFER TO NON-BEARING HEADER SCHEDULE ON DETAIL 12/8D2. 6611324 6115 STB24 WIS Hbldoen Anchor WA WA WA STRUCTURAL CONNECTIONS(RCSC)200D EDITION SPECIFICATIONS FOR OBTAIN BUILDING DEPARTMENT APPROVAL OF CALCULATIONS AND SHOP DRAWINGS. STRUCTURAL JOINTS USING A325 6 M90 BOLTS FOR TYPES X,N 680. 86TB34 10,100 87834 10)00 Holdoen And- WA WA WA 4.WHERE POSSIBLE ALL LUMBER GRADE STAMPS SHALL REMAIN ON LUMBER 11.ALL STEEL BEAMS SHALL HAVE STANDARD MILL CAMBER UNLESS NOTED 2.TRUSSES SHALL BE DESIGNED ACCORDANCE WITH SECTION OF THE 2007 AFTER INSTALLATION.CONVENTIONAL LUMBER SHALL MEET DOU PS 20 RED. CBC FOR ALL LOADS IMPOSED,,INCLUDING LATERAL LOADS ANDD MECHANICAL HANICAL 1 OTHERWISE ON THE STRUCTURAL PLAINS. EQUIPMENT LOADS. 5.ALL WOOD20 BEARING ON CONCRETEES MASONRY SHALL BE PRESSURE TREATED /'� HI 486 RTB 600 (4)lidWIN At Rafts?n -I!J'x DI' Bled."'44 'H' FIR AL OTHER ALL NAILS TO PLATES TREATED w/BORATE MAY IZ STANDARD NAILS, < V! O { 3.ALL CONNECTORS SHALL BE IOC APPROVED AND OF ADEQUATE STRENGTH TO FOR ALL OTHER PRESSURE TREATED PLATES,USE HOT DIP GALVANIZED NAILS,L350 45o 1'1P5 545b10 (12)IOC Mail. At B a Rim 1-VJ'x J31' b•4H' •O' RESIST STRESSES DUE TO THE LOADING INVOLVED.A35 55 MPA 5T0 (12)Bd Nall. At S or RIM I-VN'x J31" Blade"3W .1. MASONRY 8.EACH WOOD-RASED STRUCTURAL USEPANEL USED FOR DIAPHRAGM FANI -CONSTRUCTION I Lied 5B MP4F B66 (D)Ed Nall. At B or IRNn I-W"x DI' Blade"SH" .14. 0.DEAD LOAD DEFLECTIONS SHALL BE LIMITED TO LR40. SMALL BE IDENTIFIED BY A REGISTERED STAMP OR BRAND OF AN IOC-APPROVED U L850 480 MP5 455 (8)I0e Me11A TT P ood 2-VW"x J48" bean'4H" •U" 1.CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C-90,GRACE N.ALL COMPLIANCE ASSURANCE AGENCY, C.M.U.SHALL BE MEDIUM-WEK9HT WITH MAXIMUM LINEAR SHPoNKAOE OF D.OB%, 5.CROSS BRIDGING ANDOR BRACING SHALL BE PROVIDED AND DETAILED AS A35 450 MPAI 6T0 (018d W Ib tiro P ood 2-0-x DI' BIw.1. ' ' REQUIRED TO ADEQUATELY BRACE ALL TRUSSES. 7.WOOD-843ED STRUCTURAL-USE PANELS SMALL MEET THE REQUIREMENTS OF WITH AN ALLOWABLE COMPRESSIVE STRENGTH OF 2000 EI6Im•1&00 PSI. DOC PS 1 OR PS 2.ALL PANELS SMALL BE GLUED WITH EXTERIOR TYPE GLUE LTP4 5B MP4F 565 (12)ad Hall. 71Tu o0d 7•U2'x.SI' Blw'3H' 6.CONTRACTOR SMALL HAVE BUILDING DEPARTMENT APPROVED TRUSS PLAN ON MEETING APA SPECIFICATIONS.PANELS PERMANENTLY EXPOSED TO THE 2.ALLOCATED I REIN CENTER IN MASONRY WALLS NOT RETAINING EARTH SHALL JOB SITE PRIOR TO FOUNDATION INSPECTION AND THROUGHOUT CONSTRUCTION OUTDOORS SHALL BE EXTERIOR TYPE. 5ffiAe@ BE LOCATED IN THE CENTER OF THE WALL,U.N.O. PHASE.THESE TRUSS PLANS SHALL CONFORM TO THE FRAMING PLANS PREPARED LJ N'x DI' Blad"3N" "H' 3.AGGREGATE SMALL CONFORM TO ASTM C-144(MORTAR)6 ASTM C404(GROUT). BY THE ENGINEER OF RECORD.TRUSS PLANS SHALL BEAR WET SIGNATURE R TRUSS ` / U C516 T05 R9B0 1100 (26)Bd Mail. Drect la TI_ 1- 8.ALL METAL CONNECTORS SHALL BE THOSE MANUFACTURED BY U.S.P.LUMBER s C816 T06 R6B0 I100 [76)Ed Mail. ood 7-vj'x.BI' BW'SIN' ' " DESIGN ENGINEER AN1D SHALL HAVE BEEN REVIEWED BV ENGINEETR OF RECORD. CONNECTORS,'AC6'ADVANCED CONNECTOR SYSTEMS OR SIMPSON STRONO-TE, 9.PORTLANO CEMENT SHALL BE AS SPECIFIED FOR CONCRETE. THE NAILS FOR THESE CONNECTORS SHALL BE AS SPECIFIED THE CMST4 64WLM9714 64W (16)10d Nall. TTv ood -Ifi'x JAB" b DRAWINGSGS SHALL BECOME PART OF CONSTRUCTION MPNUFACNRERE FOR CAPACITY OF THE HARDWARE.ALL CALLOIlB REFER TO CM8TI4 64W QUT14 64W (16)Mad N.La Direct t0 TMbr 24V x.1421' bean'4H" 'U' 5,MORTAR SMALL SE TYPES'WITH A MINIMUM COMPRESSIVE STRENGTH OF 1800 PSI. DOCUMENTS' 8 MPSON PRODUCT CODES AND NAMES.REFER TO CROSS REFERENCE TABLES CMST7 9235 C18112 9370 MIS)10d Nalb 1ku ood 1-VA'x.H8' le"44" "O° 8.EACH TRUSS SHALL BE LEGIBLY BRANDED,MARKED OR OTHERWISE HAVE PROVIDED BY ADS AND USP IN THEIR PRODUCT CATALOGS. O'16TI7 5736 CBT12 9970 (100)10d M. Direct to TIW4er 2•V2'x.148" bean"4H" "U" 8.GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF'N8 P31. PERMANENTLY AFFIXED T E.TSE FOLLOWING INFORMATION LOCATED WITHIN g.PROVIDE FIRE STOPS AT ALL INTERSEC IONS OF STUD WALLS AT POOR,CEILING 2 FEET OF THE CENTER OF THE SPAN ON THE FACE OF THE BOTTOM CHORD PER AND ROOF.FIRE STOPS SHALL BE 2x NOMINAL THICKNESS OF WOOD AND SHALLui .. S.PROVIDE 2-1,7 MINIMUM GROUT SPACE AND IM MINIMUM GROUT BETWEEN OBC 2303A BE THE FULL WIDTH OF THE ENCLOSED SPACE.PLACE FIRESTOE AT A MAXIMUM '4.6 Sheer WII4: REINFORCING SPAS AND MASONRY. A.IDENTITY OF THE COMPAM MANUFACTURING THE TRUSS, SPACING OF 1 O-O IN THE VERTICAL DIRECTION.PROVIDE 2X FIRE STOPS IN I u, 8d Coseon Save 23.4,4 6 2-W'X J31' ".S. '1" B.THE DESIGN LOAD. ALL FURREC SPACES,VERTICAL AND HORIZONTAL,AND AT A MAXIMUM SPACING 10d C- SILL 1 2-141'x JW Gray"4" .6. 9 FSET OR THE A7TACHMEEN OF SUBSEQUENT SW INSERTS,OR OTHER R1N3 NECESSARY C.THE SPACING THE TRUSSES. OF 1tl-0'IN FACT DIRECTION AND AT THE SAME LINTS AS FIRE STOPS IN 8.TRUSS MANUFACTURER TO DESIGN TRUSSES PER FRAMING PLANS WITH THE ADJACENT STUD WALLS. O 10.REFER TO ARCHRECTURAL DRAWINGS FOR THE TYPE OF UNITS,LAYING PATTERN FOLLOWNO REQUIREMENTS: 10.TOP PLATES OF ALL STUD WALLS SHALL BE 2 PIECES THE SAME SIZE AS STUDS. ---- AND JOINT DETAILS.UNLESS SPECIFICALLY NOTED OTHERWISE,ALL CONCRETE A.ALIGN AL TOPS OF TRUSS CHORDS SPLICES TO LAP 4'HY MINIMUM AND BE NAILE=TRAPPD PER DETAIL 41SD2. BLOCK AND BRICK SHALL BE LAID IN RUNNING BOND. B.AT ATTIC ACCESS PROVIDE 30'TRUSS BAY SPACING WITH LADDER BLOCKING _l AT 24"OC REFER TO DETAIL 20V FOR SPAN RATING. 11.BOLT HOES IN WOOD SHALL BE IW TO 111 V LARGER THAN THE NOMINAL BOLT O 11,ALL CELLS WITH STEEL ARE TO BE SOUP GROUTED.RETAINING WALLS ARE TO C.PROVIDE ADDITIONAL SUPPORT AT MECHANICAL UNITS,WHERE OCCURS. DIAMETER.ALL BOLTS SHALL HAVE A STANDARD CUT WASHER LINDER HEAD AND BE SOUP GROUTED. D.PROVIDE CONVENTIONAL PURRING AT INTERIOR COFFERED CEILING AREAS U.N.O. NUT UNLESS NOTED OTHERWISE. E.TRUSS HANGERS TO BE DESIGNED BY TRUSS MANUFACTURER. /� 72.IT IS STRUCTURALLY ACCEPTABLE TO CUT CMUa WHEN CONSTRUCTING F.PROVIDE SOLID BEARING AT MULTIPLE GIRDER TRUS8(E81. 12,ALL NUTS AND BOLTS SHALL BE RE-TIGHTENED PRIOR TO THE APPLICATION OF A... SPECIAL INSPECTI V N PROGRAM NTERMBDUTE HEIGHT WALLS. SHEATHING,PLASTER.ETC. `v --'" 13,VERTICAL LAP SPLICES IN MASONRY REBAR SHALL BE STAGGERED 24 13,STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES ETC.UNLESS SPECIFICALLY BAR DIAMETERS. GLUED LAMINATED LUMBER DETAILED.NOTCHING OF HORIZONTAL STRUCTURAL MEMBERS SHALL CONFORM TO ADDRESS OR LEGAL DESCRIPTION: THE PROVISIONS OF SECTION 2308.10.4.2 OF THE CAUFORNIA BUILDING CODE.NOTCHING 1.ALL FABRICATION AND WORKMANSHIP SMALL CONFORM TO THE CURRENT EDITION AND SPRING OF STUDS AND TOP PLATES SMALL CONFORM TO THE PROVISIONS <R W AN CHECK NUMBER: OWNERS NAME: OF THE STANDARD SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED DOUGLAS OF SECTION 2338.9.11 AND 1GS02. REINFORCING STEEL FIR(COAST REGION LUMBER BY THE WEST COAST LUMBERMENS ASSOCIATION AND 14.PROVIDE 2x BLOCKING BETWEEN CONVENTIONAL JOISTS AND RAFTERS AT ALL '` CURRENT EDITION OF TIMBER CONSTRUCTION. BEARING SUPPORTS.PROVIDE SOLID BLOCKING AT I-JOIST SHEAR WALLS.PROVIDE V I,AS THE OWNER,OR AGENT OF THE OWNER(CONTRACTORS MAY NOT EMPLOY THE SPECIAL 1.RENFORCNO STEEL SHALL CONFORM TO ASTMA815,GRADE 40 FOR SIZES♦3 2.ALL GLUED LAMINATED MEMBERS SMALL BE DOUGLAS FlR,COMBINATION 30F WITH BLOCKING WHEN II TS ARE NON-CONTINUOUS OVER BEARING SUPPORT,FOR AND 04 AND GRADE BO FOR SIZES a5 AND LARGER. CONTINUOUS L JOIST,PROVIDE(1)1Ed PER JOIST TO TOP PLATE,AND OMIT J WATERPROOF LAMINATED ME OR BEPHENOL BE CONFORMING TOE !/ REQUIRED B CERTIFY THAT I,WILL BE ODE(C 618LE FOR EMPLOYING THE SPECIAL CONSTRUCTION A6 BLOCKING AT BEARING SUPPORTS. 2.WELDED WIPE FABRIC(MESH SHALL CONFORM TO THE LATEST REVISED ASTM AND CAESPECFICATEA MIL-A-W]-B.USE 24F-V98 VS FOR ALL SIMPLY SUPPORTED REWIRED BY CALIFORNIA BUILDING CODE(CBC)SECTION 1704.1.1 FOR THE CON6TRUCTON PROJECT g785,Epp 1-1/2 SPACES,a MINIMUM.SMOOTH WIRE FABRIC SHALL CONFORM AND CANTILEVFAEO BEAMS RESPECTNELV. 15.CROSS BRIDGING OR SOLID BLOCKING SHALL BE PROVIDED AT B-0'CC '1' LOCATED AT THE SITE LISTED ABOVE. TO ASTM A85,YIS_D STRENGTH BO KSI. 3.FINISH OF THE MEMBERS SHALL BE INDUSTRIAL APPEARANCE GRADE IN MAXIMUM FOR ALL CONVENTIONAL.JOISTS MORE THAN 12 DEEP UNLESS BOTH LL 1 I I CONFORMANCE WITH THE STANDARD APPEARANCE GRADES OF THE ALTO. EDGES ARE HELD IN UNE FOR THEIR EII LENGTH. 3.WELDING OFREINFORCINGSTEELSHALL CONFORM TO SHALL LLC USING PROPER U LOW TIA A70 EN ELECTRODES.ALL BARS TO BE WELDED SHALL CONFORM 18.PROVIDE 1/4'T03N'CAP BETWEEN TOP PLATES AND TRUSS BOTTOM CHORD SIGNED TO ASTM A706 4.A CERTIFICATE OF INSPECTION FOR EACH AND BEAM FROM AN APPROVED PER I W 3 NON-BEARING WALLS.USE SIMPSON STC AT PERPENDICULAR WALLS TESTING AGENCY SHALL BE SUBMITTED TO AND APPROVED BY THE LOCAL BUILDING PER 1��, 4.ALL BARS IN MASONRY SHALL BE LAPPED A MINIMUM OF 40 BAR DIAMETERS DEPARTMENT AND BY THE ENGINEER PRIOR TO ERECTION.ALL GLU-LAM BEAMS (2-a MINIMUM)A'ALL SPLICES UNLESS NOTED OTHERWISE. SHALL BE PROPERLY IDENTIFIED TO THE SATISFACTION OF THE BUILDING DEPARTMENT. 17 FOR I-JDISTS PROVIDE U.S.P.META.CONNECTORS r HF'HANGER w/NO NAILS I,AS THE ENGINEER OF RECORD,CERTIFY THAT I HAVE PREPARED THE FOLLOWING REOUIRED AT BOTTOM CHORD OR SIMPSON'IUS'HANGER.FOR CONVENTIONAL 5.ALL BARS IN CONCRETE SHALL BE LAPPED PER DETAL 15/SD1, GLU-IAM BEAMS SMALL BE MARKED ANSUAITC STANDARD A1901.1: JOST,USE U.S.P.METAL CONNECTORS'JUS'MANGLER OR SIMPSON"V HANGER,OR No: Revision: Date: SPECIAL INSPECTION PROGRAM AS REQUIRED BY CBC SECTION 1704.1.1 FOR THE CONSTRUCTION 4.1 PROVIDE FIELD INSPECTOR WRH APPROVED'CETIFICATE OF INSPECTION' EQUIVALENT ADS OR K.C.METALS HANGER. PROJECT LOCATED AT THE S LISTED ABOVE. 6.SPLICES OF HORIZONTAL REBAR IN WALLS AND FOOTINGS SHALL BE STAGGERED 4.2 SPECIFY STRESS,EXTERIOR GRADE IF EXPOSED. [I\ BDC 07/1 B/08 4'-0'MINIMUM. 4.3 PROVIDE CAMBER. 1 S.NO LET-IN BRACING ALLOWED. 7.DOWELS FOR WALLS AND COLUMNS SHALL BE THE SAME SIZE AND SPACING AS 5 ALL(ell-L SIGNED THE WALLAXULUMN REINFORCING UNLESS NOTED OTHEAWISE. 3500 ET. AM BEAMS SHALL HAVE A STANDARD CAMERA BASED ON RADIUS OF 19.A38,L1P4 CO L560 FRAMING ANCHORS MAY BE SUB6TRUTED FOR EACH OTHER ,U.N.O. POR ALL CONNECTIONS AS NECESSARY. 8,ALL BENDING OF REINFORCING STEEL SHALL CONFORM TO THE LATEST EDITION 20.ALL BEAMS TO BE SUPPORTED WITH FULL BEARING UNLESS NOTED OTHERWISE. OF THE CAUFORNIA BUILDING CODE. CONCRETE 21.ALL ISOLATED POSTS AND BEAMS TO HAVE SIMPSON PBS,PCs AND)OR BC'e 9.ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE MINIMUM,U.N.O. 7. LIST OF WORK REQUIRING SPECIAL INSPECTION: POURING CONCRETE,OR GRODUTING MASONRY, 1.ALL CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 10.VERTICAL LAP SPEC ES IN MASONRY R EN ESAR SMALL BE STAGGERED 28 DAYS,U.N.O.ON PLANS.SEE ALSO SULFATE CONTENT NOTES. 22.PROVIDE SOLID BEAM PER PLAN UNDER SHEAR WALLS ON 2ND BOOR. 24 BAR DIAMETERS. 23.ALL FOUNDATION HOLDDOWNS TO BE FASTENED TO 4X4 POST,MINIMUM. ❑ 801L8 COMPLIANCE PRIOR TO FOUNDATION INSPECTION FIELD WELDING 2.AGGREGATES SHALL BE NATURAL SAND AND ROCK CONFORMING TO ASTM C33. STRUCTURAL CONCRETE OVER 2500 PSI ❑ HIGH STRENGTH BOLTING 11.REBAR SHOULD BE PROTECTED FROM CORROSIVE MATERIALS IN SOIL PER ACI 318-05 3.CEMENT SHALL BE PORT AND CEMENT CONFORMING TO ASTM C150,AS REQUIRED 24'ALL CONVENTIONAL FRAMED PORTIONS OF THE STRUCTURE ARE TO BE ® SECTION RCA' TO SATISFY SITE SOIL CONDITIONS AS DETERMINED BY THE PROJECT 9DIL5 ENGINEER CONSTRUCTED PER SECTION 2308 OF THE OBC. ® PRESTRESBED/POBT-TENSION CONCRETE L 1 j❑ EXPANSIONIEPDXV ANCHORS OR TYPE 11 CEMENT w/MAXIMUM WATERICEMENT RATIO=0.65. 25,IF FOUNDATION SILL PLATE SPLITS OCCUR,PROVIDE A'BP BEARING PLATE AT ❑ STRUCTURAL MASONRY ❑ SPRAYED-ON FIREPROOFING 4.THE FOLLOWING MINIMUM CLEAR DISTANCES BETWEEN REINFORCING STEEL AND ALL ANCHOR BOLTS IN THE RANGE OF THE SPLIT SILL PLATE. ❑ DESIGNER SPECIFIED ❑ OTHER CONCRETE SPECIFICATIONS FACE OF CONCRETE SHALL BE MAINTAINED UNLESS NOTED OTHERWISE: 28.PROVIDE SINGLE FLOOR JOIST BELOW NON-BEARING,PARALLEL WALLS W/SOIL SULFATE CONDITION ACI 318-05 TABLE 4.3.1 CONCRETE MINIMUM 1a-0.OR LONGER. CONDEIION CLOVER 27.ITIS STRUCTURALLY ACCEPTABLE TO USE STRUCTURAL GLUED(FINGERJOINTED) STRUCTURAL 2. NAME(S)OF INDIVIDUAL(S)RESPONSIBLE FOR THE SPECIAL INSPECTION LISTED ABOVE.-WewTAnaxcaAT. LUMBER.ALL FINGER-JONTED LUMBER MUST BE CER EXT JNTS'AND CONFORM SLAB ON GRADE 2' WITH THE WWPAS GLUED PRODUCTS PROCEDURES AND QUALITY CONTROL A. nro.Nw4•�'wmxr CONCRETE AGAINST& FINGER-JOINTED LUMBER IS TO BE STAMPED WITH'CER EXT JNTS'AND MAY BE 4, ,w. wA rsne+nnpnmw , rz^'� A PERMANENTLY EXPOSED T USED INTERCHANGEABLE WITH ANY SOLD-SAWN LUMBER PRODUCT OF THE SAME NOTE SHEET TO EARTH(EXCEPT BlAB3 SPECIES AND GRADES PLEASE REFER TO LUMBER SPECIFICATION IN THE STRUCTURAL Hop. BuItAY[(apq Np1a.'K-wHatR no444pwronrp GENERAL NOTES AND CALCULATIONS. B. eaoaAa _ H WATIet APN�98ue2i'YC'Me AaOfeeaemNomsiE �H&WEATHER TO 20.ALL FXNERIOR WALLS AND INTERIOR BEARING WALLS LESS THAN 10-0'IN HEIGHT N&iL- - xeao s3-s6 BARS 2' TO BE FRAMED WITH 2x4 STUDS AT 18.OIC UNLESS NOTED OTHERWISE ON PLANS.ALL C. ro Hw,e W r6-18 SATs 1-12' STUDS AT24Or REFE'RNTOPLANSFR WALL ORAADDDITIONAALSSTTUDREQUIRE MAY BE MMED WITH ENTS. 24 DATE: 07/18/08 m s a4 000a0.0 5 PIPES MAY PASS BE EMBEDDED THERE N�ES OR WC7S EXCEEDING O STRUCTURAL CONCRETE IN NES-THIRD THE SLAB OR VES.BUT SHALL OT NAILS WALL THICKNESS SHALL NOT BE PLACED IN THE STRUCTURAL CONCRETE UNLESS 3. OUTES OF THE SPECIAL INSPECTORS FOR THE WORK LISTED ABOVE: 1.A LOWER WATER CEMENTITIOUS MATERIALS RATIO OR HIGHER STRENGTH MAY BE SPECIFICALLY DETAILED. 1.TO ASSIST IN PROPER MAIL USAGE FOR THE PROJECT,OUR OFFICE REQUIRES THE JOB NO.: 08-1 107 REQUIRED FOR LOW PERMEABILITY OR FOR PROTECTION AGAINST CORROSION OF USE OF A NAL IDENTIFICATION SYSTEM.PLEASE REFER TO HARDWARE TABLE ON THIS SHT. EMBEDDED TEN&OR FREEZING AND THAWING PER ACI 318-05 TABLE 4.2.2. 6.PROVIDE 314'CHAMFERS AT ALL EXPOSED CORNERS. A. REVIEW CONCRETE PLACEMENT,TENDON PLACEMENT,MONITOR STRESSING PROCEDURE AND 2,ALL FLOOR SHEATHING,ROOF SHEATHING AND SHEAR PANELS CONSTRUCTED USING 2.SEAWATER. 7.REFER TO ARCHITECTURAL DRAWINGS FOR REVEALS,AREAS OF TEXTURED WOOD-RASED STRUCTURAL-USE PANELS SHALL BE FASTENED WITH COMMON VIALS. PROVIDE ELONGATION RECORDS. CONCRETE OR SPECIAL FINISHES,TIT MS REQUIRED TO BE CAST INTO THE CONCRETE, HARDWARE SHALL BE NAILED PER MANUFACTURERS REQUIREMENTS,OTHERWISE SCALE: TUTS E 3.POZZOLAN HAS BEEN DETERMINED BY TEST OR SERVICE RECORD TO IMPROV CURBS AND SLAB DEPRESSIONS. SHORT NAILS MAY BE USED.NAILING SHALL BE PER CHAPTER 23 AND TABLE 2304.7(1-5) SULFATE RESISTANCE WHEN USED IN CONCRETE CONTAINING TYPE V CEMENT. OF THE CAURD BUILDING CODE UNLESS NOTED OTHERWISE ON B G_, 8.DRYPACKSMA BE COMSPOOSSEEDD OF ONE PART PORTLAND CEMENT TO NOT THE PLANS OR DETAILS. SHEET# MORE THAN THREE PART3.NAILS GUNS MUST BE EQUIPPED WITH A FLUSH NAILER ATTACHMENT FOR NAILING OF 9.ALL CONVENTIONAL FOUNDATIONS ARE DESIGNED FOR AN E OF LESS THAN PLYWOOD SHEAR WALLS,FLOOR SHEATHING AND ROOF SHEATHING. C OR EQUAL TO 50,UNLESS SPECIFICALLY NOTED OTHERWISE ON PLANS. C 4.NAILS LISTED UNDER I.C.B.O.s 2403 ARE NOT ACCEPTABLE. V N 1 10.REFER A ACI CONTAINING NTABLEO4.3.1 FOR R 13LE LOCATED WHEN CONCRETE I6 COLUMN. TO SULFATE COMALNING SOLUTIONS.TABLE IACATED AT BOTTOM OF NEAR COLUMN 6.ALL VIALS MUST BE fXMHESTNSPLLV MANUFACTURED 8 MEET THE RED.OF SECTION 2303.8. SPECIAL INSPECTORS SHALL CHECK IN WITH THE CITY OF AUNTY AND PRESENT THEIR CREDENTIALS 6.ALL NAILS INTO PRESSURE TREATED LUMBER SHALL BE HOT DIPPED GALVANIZED FOR APPROVAL PRIOR TO BEGINNING WORK ON THE JOB. OR OTHER APPROVED COATING TO RESIST CORROSION UNLESS PRESSURE TREATED PLATE IS TREATED WITH BORATE. GEOTECHNICAL INFORMATION 1. REFER TO STRUCTURAL COVER SHEET(6C6)FOR ASSUMED BOIL � w � VALUES BASED ON THE PROVIDED GEOTECHNICAL(SOILS)REPORT. p = Z 2. THE OWNER'DEVELOPER AND SUBCONTRACTORS ARE TO Z z RENEW THE SOILS REPORT PRIOR TO COMMENCING CONSTRUCTION I � I ANO VERIFY THE PIANS WITH W THE CURRENT SOILS yy 8DI m �i REPORT RECOMMENDATIONS.THE STRUCTURAL ENGINEER SHALL BE F ' NOTIFIED IF THE SOILS REPORT DATE SHOWN ON SHEET(SCS)DOES Z NOT MATCH THE CURRENT REPORT DATE.THE OWNERIDEVELOPER IS RESPONSIBLE FOR UPDATING THE STRUCTURAL ENGINEER WITH w _.__�_ CURRENT GEOTECHNDAL ENGINEERING REWIREMENfS. ---- r_________— _____— r ---- ---______ r— — r—I— -- --- — 1 FOUNDATION NOTES k I I I I EXPANSION INDEX:VERY LOW TO LOW(EI S50) ( I 1. ALL WOOD STUD WALLS SMALL BE SECURED TO THE CONCRETE . ( I I I 001DFOR FOUNDATION NEPAIR oFTMILS81No OR MI�SPILACED ANCHOR TO BOLTS. ' `✓4 ( I I I 2. ALL INTERIOR SHEAR WALLS ARE TO BE SECURED WITH ANCHOR BOLTS PER DETAIL 7/SDI. ' � 3. ALL INTERIOR NON-Wg NON-BEARING WALLS ARE TO BE SECURED WITH SHOT PINSINSTALLED PERMMIUFACNRERS RECOMMENDATIONS,PER DETAIL WD1. eDl I = 4. INSTALL HOLDOWN ANCHOR BOLTS PER 14,SD1.PROVIDE AND " INSTNl ALL U.S.P.OR SIMPSON LUMBER CONNECTORS((OR EQUALIN �. DEEPEN FOOTING FOUNDATION DHEREE PER NECESSARY TO PROVIDE gNCCOMME�OM AT 0 ROTE 4' L__------ HOLOOWNLOCATIONS. W Lp ---- �V�P1 5. MSPEC11 ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION H� Ty Fyc r_------- 6. REFER TO SHFARWALL SCHEDULE I,SD2 FOR ANCHOR BOLT SPACING AND f \ \ I I I DETAIL 7,SD1 FOR ANCHOR BOLT INSTALUT ON. \ \ 7. REFER TO DETAIL PACKAGE FOR TYPICAL CONDITIONS NOT SPECIFICALLY__ r S 7 \ --L� CALLED OUT OR NOTED ON PLANS. �rE OF DAI,FO DETAILHEETOSD1 FOR THE CRY LOW a'LOW EXPAN60NTDN PLAN 1 CATEGORIES.7HE FOUNDATION DESIGN SHOWN IS FOR EXPANSION INOIX�EI�61 ONLYWlA TOTAL EXPECTED SETTLEMENT MOTTO EXCEED ___ I OVER A6PAN OF 40 FEET.THE CUEMpWNER 6W11 PROVIDE AN ALTERNATE gSw' I I FOUNDATION OESION FOR LOTS W11H AN EKOANSION INDE7(GREATER THAN 50. 9. ALL DIMENSIONS OUR OFFICE SHOULD BE NOTIFIHALL BE PER THE ED IMMEDIIAATELYI ARCHITECTURAL J_ E)OST BETWEEN THE ARCHITECTURAL 6 STRUCTURAL PLANS. 10.FWNDATION SIIFS DEPMS AND REINFORCEMENT SHOULD BE COORDINATED 9'-0' L_ WmH T<E OWNEPLD�VELOPEIPS SOILS ENGINEERS REPORT,SOILS ENGINEER REPORT �m 4 I I WI0 4 -- ------9 AT OPT. MAYREENTpWWIREn NAL ITEMS NOT NOTED ON THE STRUCTURAL PLANS. 3 I ^ i I y 8DI w I 11.FFOOR HIGM SULFNERA SOIL CONDI ON ALLA SS MRiGATIVE E IPER ACTABLE 4.3.1. �I I THE OIJEMppECWpNMERSRALL HENCATIONEAVE A CORROSION ENGINEER PROVIDE z 4 BDI i MIGA sI�RESPONSMBLE T�OyC; WS�TryUC1UR4PWJSAOTHER CORROSIVE ND D�N W L --- --r bdf I �roCORROS ONmWINE 3TS RECM MBDAMM<S PR OR TOW SRiUC KN. m J �I I 12.A POST TENSION FOUNDATION PLAN MAY B O E DESIGNED BY OTHERS cr _ _ I FOR THIS PROJECT.I<EFER TO DRAWINGS AND CALCULATIONS BY OTHERS FOR G� COMPLETE POST-TENSION CONSTRUCTION REQUIREMENTS. O O L 4"BQ x IB"DP. I I I I Ilpl (4)a BARS TeB I 4 3 13.THE CONCRETE MIX DESIGN SHALL BE PROVIDED BY THE CONCRETE CONC.PAD FOOTING ,�,pN I I'I EXTEND 4 AN I '@ "8Gl z B"DP. IIDI SUPPLIER.THE MIX SHALL OBTAIN THE MINIMUM CONCRETE 28-DAY 3 TI w/(3)u BARB AT BEIIA 0 I PAST EA PANEL I CONC.PAD FOOTING 6TRENOTH6 NOTED ON SHEET SNt.THE MIX DESIGN SHALL ALSO 7 BDI 8DI 'TILLIW(5)e4 BARB AT BE)U. I HE CLIEENTM.INIMUM RE PET OF ACI TABLE 4.3.1E z --- -,�---- I Q o 14.THE FOUNDATION PLAN SHOWN MAYBE BYAPOST-TENSION FOUNDATION DESIGNER TO LOCALE HARDWARE POINT LOAD B LINE LOAD INFORMATION.ALL POINT IDADS�iREATER THAN 50DOO 6 UNE LOADS V J I I FFBIB NARDY PANEL I I I I1 I I • GREATER THAN 1000 PLF FWVE BEEN NOTED ON THE PANS. 9D5 FFI M.' H�EN"15' I �� IIIL--- -----.^ —.—.._--- — I r, J U 1979 - ELEVATION D I :I — ------ —{ FOUNDATION LEGEND v W 1::1 FOUNDATION PLAN , :, , > . - ,-S RY TOOTNO. W 5 I S. —OET�wBEINFORCINO / SCALE;1/4"=1'-0" LJ I SDI I. V FOR INFORMATION NOT SHOWN :;: SDI REFER TO MAIN A ELEVATION Al Wl.INFORCNB FOUNDATION PLAN. ___nw IT it IV8DI I.; 12wIIJExICDEFP 00, w, .. ::vr.... .. :p"'gjEVA W'NRIZWl(< ,1ER,HIW AT Larwar,TpNB ^ sire._ U) W n 3 .............:................................................... .................................................... SMEAR WAIL FOUNDATION A11LE ANO110R BOLT bDl SDI """ TYPE SAL PLATE RF SPACING O ...................................................... ......................................... TYP, nP. 6 A 2x 2W 41r 6 b 2'-5' 2'-3' 4 C 1 2x ISO 4(r t cr � le W2 3 2x 4BO 12'0 L^J O 1979 - ELEVATION A ,Tob cV 2 FOUNDATION PLAN ;, REFER TO MALVSDI A 15D2 FOR NIKIRMATION NOT PROVIDED. � � W SCALE:1/4•=1'-0" r.._. .- ....... _......_.._ /� 9 ARLEC_2 ( V / SummxrY of Lxberxfary Tal Rervlb <7net 26477 < z IT Glparire FrPmgeo 4aa xCa;tag P—'LIB < � 1 1 W > v ,a a alw wA < LL a�n wA F— U m < ,sm > an < , No: Revision: Date: y'—> < � 46u ,.. ,a wA < BDC 07/18/08 ax :q,oz IT wA � wA < / eta 1 < > v Lae < / o < < < I'>>� `` itP. > 191?4 v ve — N < I :(I 1 v ,mr ,a <a"m , wA wA Ilia ml 1 uzlte R w.A r .rrvrwrW� . . IL >l V PTA WA eAMre, A -- L — AA < PLAN 1979 _.......... iAarArtnA'AAy —�. / em uof A X...'.., 24"8O.x IB"DPrA'. AAr� ; TABLE C-2 ° < FOUNDATION PLAN n II CONC,PAD FOOTING > < BDI 8DI w/(3)e4 11 AT DELI. ; Sxmmery of l'rnet 234711'at RerNb ` TYR TIP. BDI BDI > wvAmme a4�u"awsN / --- i T.ut�> pexr.F.arx cmr1 ?Wad,,.. ` "" WA i DATE: 07/18/08 i 14 1979 - ELEVATION C 1979 - ELEVATION B w^ JOB NO.: 08-1107 FOUNDATION PLAN wA FOUNDATION PLAN �� "" °" w" <i w" i SCALE: 1/4"=1'-0" SCALE:1/4"=1'-0` SCALE:1/4"=1'-0" FOR INFORMATION NOT SHOWN FOR INFORMATION NOT SHOWN SHEET# REFER TO MAIN A ELEVATION REFER TO MAIN A ELEVATION FOUNDATION PLAN. FOUNDATION PLAN. S1 -1 FRAMING LEGEND&SYMBOLS a !2J C6I6 PER TOP('LAZE 4 RIM DREAK \ Y INDICATES SPAN AND DIRECTION OF •C H ... 2 BD2 TRUSSES AT 24.O.C.BY OTHERS C _ _ 8D4 BD4 e� � I I %r. '� • INDICATES SPAN AND{' ROOF RAFTER PER PLANS OF x y W Q �I g _____-- ______ -..----� i__ INDICATES SPAN AND DIRECTION OF N�' r__ _ _1 Z r_ ___._____ I,_ _ -#—> JOISTS PER PLANS I 1 1 I .______ � G _ 41J12() __ --4xfl 14)___ ALT: 34 n%lnZCLT ___Ilr 11 I BGL(51 • (��--�) (DECK JOISTS PER PLANS OF g o J L� INDICATES SPAN AND DIRECTION OF L 12 .1L - JJ I W O L 0 j CEILING JOISTS PER PLANS , Q INDICATES BEAM CALCULATION NUMBER '�y i 4lQ pQ T MSTE WALL TYPESLEN REFER GTH. o � �i+ KITCHEN i i yl REFER TOO DETAILI/SD2 FOR 6HEMWALL INFO. o I. 8'-0'CLG BDRM 4 m AT%'O/0 INDICATES DETAIL NUMBER AND SHEET NUMBER. TMIa- DINING R yI O 8'-O'CLG a TE%TABOVEGALLOUTSPECIFlESREVISEO j 4 e'-C"CLG IL O= Y= )VL HARDWARE SPACING OR TYPE. Wo b s� STRUCTURAL COMPOSITE LUMBER'SCLII: I — 8D4 �` a�- ROfE63 LIVING 1. ALLSTRUCTURAL COMPOSITE LUMBER SHALL BE KC APPROVED. pQ B'-0"CLO dl c� QQ 2. THE FOLLOWINGTYPES OF STRUCTURAL COMPOSITELUMSFRSIGf1EUSED FOR W OykF2 TOIL THE DESIGNATED BEAM WIDTHS WITH THE LISTED MINIMUM DESIGN VALUES: m c 8'-0, Q lqA U_0 AT 16'o/c BEAM WIDTHS GREATER THAN 3.5': 8'O'CLA # MINIMUM DESIGN VALUES: r �C __________ _�_L -- ______ ___________ _______________ V ____— - h"XF4�-' —_ �—• lii 'SCL'TYPE: Fb NSS W(pq E(pelxl0^W 'TTp VAL1F yd m 1 ___________ A K'C1_ IF S i �( 1 pq BATN$ iN 1, 5D4 PARALLEL STRAND LUMBER(PSL) —————— DuTL �DT� __________ 8'-0 CLG ~ B'-0'CLQ P e mIi v 2800 285 2.0 A µ I�I'] BD4a LG J _ 2 `. LAMINATED VENEER LUM�R L 15 FLAETI T __ 0'1� I II I DLBCLWSLL - ----- GARAGE M LIVING 4x6 — —— ii •MIGRouAM• o II 8'PORCH 4 CLG p Ip f41 b f�l ii ii — Ii�I pl BEAM WIDTHS LESS THAN OR EQUAL T09.5`. _ j _ B' U U __ __ _ _ ALIGN TRUSS 4 EN. �•� 4 I(III i � ~ ILA 'SCL'TYPE: Po MINIMUMW(* VALUES: x 10"8) 4x8 DR BM. 4x0 DR TSAR. DRAG10019' III e' O PARALLEL STRAND ILLr (PSy �J 3 IR I PARALLEL PAMLIAM' G ., T� 3 5D4 LAMINATED VENEER LUMBER(LVL) Q zQ CM8i14 II LAMINATED(STRAND LUMBER ILSL) 2B.5 1.65 O W AT B"o/c TYP. �� ,i 'IMBERSTRAW cc Z SSV�V• $I, SW BD7 ,•''® 8D2 li 4®� 1 GARAGE S.ALL RIM BOARDS SHALL BE 1-1/4'OC RIM APPROVED MAIERW.WITH A O S I, n Y Y SD4 8'ARAGE MINIMUM LITERAL LOAD TRANSFER CAPACDY OF 215 PUP. O D3 J I 3,, ,- GLQeaOT14, 2 GLUE-LAMINATED LUMBER IIGLBII: z z cr L.6CL(IU i x 16 FL.8CL 1121 W/EN. 1. REFER TO GENERAL NOTE SHEET SN1 FOR AODTIIONAL GLU-UM gEOUIREMENfB. �ION iRU90 LlU 2.GW-LAM BEAMS SHALL BE DOUGLAB FlR LARCH AND CONFORM TO THEHARDT P?NEL ,pyAT K'�__ FOLLOWING OWES:1979 - ELEVATION C HF2 - - (� EMBEDYENi 5 BEAM CONDITION: GRADE: FLOOR FRAMING PLAN 4x4 4x BD3 SIMPLYDR,EO zF-V8 W Spa PORCH 4 lb SD3 CONTINUOUS OVER SUPPORTS 24F-VS Q . SCALE 1!4"=1'-0" 4 W 44x-6 FOR INFORMATION NOTFLOOR JOIST SPECIFICATION Y U REFER G MAIN A ELEVATION Q 3TYP. 04 �-7)FRAMING PLAN. SD3 "' � IJ 7S IFlID TYPE•A' EAI hI016TS SPECIFIED AS TYPE'B• ERIp __ 4 R _ A ALICaP1 T181884EN. TYPE SIZE-DEPTH 13,&1N) MAN TYPE SI2E-DEPR74 T DRACs I1900° TJI 110 91 ,11-7,514 TJI Z30 16 LP 2OW 61/1,11-711,1114 20W �1122,11-7A1,814 1 1 BCI 32W U) W BD2 I 6D2 eDB 4x12!13) E END TF41W a/ 80 To SIX 1 8D9 EN.,DRAG•1047m° W 40 14 OMIT IF CONT. OMIT IF CONT. 1 C LQ•7 TOP PLATES TOP FLATEB 2�-5, r 1,_5, r 55 18 55 15 O C M7 WI2 j� 50 1S S0 15 O 0 I-JOISTS SPECIFIED AS TYPE ERIE I 1 PE IFlED TYPE'O• ERI 1 o TYP. MANF TYPE &ZE-OEPTIiQN) MAN TYPE SIZE Q N T I 380 11-7 14 14-110 N) 'y 1979 - ELEVATION A 70 „ ' BG FLOOR FRAMING PLAN 65 ;5 SG 4&16 Q W SCALE;1/4"=1--0" 60 (JOIST ICCNU53ERS R Z --_...-.... LP:ESR-1130 Lp. LWISUWA PACFlC LIVING I BCI:ESR-1335 ADI=ANTHONY CASCADE LL W ADI:ESR-1282 Ad=.1.CA CARE JOISTS I I I flF ESR51 •ROSEBURGFORES T 8-0"CLG O":.AN,105 GP. RGIAPCIOR:ESR-1225 %M GEOIA PACIFIC I I __-I FRAMING NOTES Ind -- IL --- --T-'— ---'- '---- - --- U I NO: Revision: Date:.-_ 2.FLAT DLK'G GARAG E WINO 1. REFER T FOR INFORMATION NOT SHOWN O THE MAIN FRAMING NO PLANS. I ELLW WALL ADV. B o CLG I e o'�cL.O �I� BDC 07/T s/08 ENTRY I 2. REFER TO MAIN FRAMING PLAN FOR ALL INFORMATION ON!NOT 8'-0"CLG I I i SHOWN IX4 THE ALTERNATE ELEVATIONS PNOOPTIONS. I 88 3. TOP PLATE SPLICES SHALL BE PROVIDED PER DETAIL SHEET 902 AT ALL E%TERIOR WALLS MO INTERIOR SHEARWALLS. 2x6 CJ.'e AT 16"OG. ENTRY 4. REFER TO DETAIL 1 THROUGH 3 ON SHEET SD2 FOR SHEAR WALL,ROOF 8'-0'CLO AND FLOOR SHEATHING REOUREMEMS. I PORCH �i _ �___________ 5. REFER TO NON-BEARING HEADER SCHEDULE ON SHEET SD2 —_a'-o'cLc aZ a� ___ __________________________ FOR HEADER SIZES AT ALL LOCATIONS NOT SHOWN ON THE PpL KK��,,�= FRAMING PUN. 504 1 uFtrl;Dv.A 5D9 -- ri v — -----� GAR AGE wEinwAIL SHEARWxANL LL SCHEDULE__ --- PORCH , tv. 8-0'CLQ e'-0"CLG N NleuoRvaa Trrt P""80pP"� eee NNuw NMriO euruTE 4RDROOR BRN TRUSS 4 EN. PLAN 1979 mRowaFlee, `� e p Sb WOODHINICIIR•L PAIe3 tl fAe 1Ppe a AT4ae 8D4 BD3 __- - _ _ __ ALIGN TRU55 4 EN. Aroma"• I 1 _ 4�C Saw000 emwnx•L Pwa 4a ex trw a AT -- 9ly"x 111e"SCL(141 4x8 DR BFI.fB.0 4xs OR DM. DR.4r. IOmD• mi w5 n 8 A >A NOW 6RIJLTWLPNB M TM 1PaA & ((II)ATeab T 33 2 SrxaW enExnuRNw4a ea 2M 1zm 1% AIOq'��'acARfl"'"m FLOOR z/, �3 ~p V . 1 pBAq�py 0tl zW ,zaC i ORtleW'90%EgBa FRAMING PLAN !: > ATz 91M1E Rea ro DEfNI,,Sm wR 4roeAapN NOT PWID® 1979 - ELEVATION D ROOF&FLOOR SHEATHING SCHEDULE DATE: 07/18/08 FLOOR FRAMING PLAN MA%N11G PANEL OES(xePIIOF! NAILZS NA LING SWNOARY eFAcwO s Sus uNG NwNo NNLAL WG SCALE:1 i4'=1'-0" FOR INFORMATION NOT SHOWN uao. PANEL.N2 e'ek B'aC Ira JOB NO.: 08-1107 REFER TO MAIN A ELEVATION FRAMING PLAN. 1979 - ELEVATION B I °"` ®°`ANEL, IN °°` 1 e'aa T408 OSIIIUCTURAl11 RnOR n WOO lRUO111NLPrVEL IN B4k sae lase SCALE: 1/4"=1'-Oe FLOOR FRAMING PLAN Mea TAO BHFATHF75.PE4425 BOOR 2y42'SHEATH .14W PANEL ,W Syc V t ,Dye SHEET# 24•ae. T6O BHEATIeq,M4A24 SCALE:1/4"=1-0" NNL IOENIIRCAlx1N: FOR INFORMATION NOT SHOWN NAA NNLS. REFER TO MAIN A ELEVATION Be Cxmwn 2-1—1., T Blue ¢ ) FRAMING PLAN. toe caernon 2are'x.14e• U- T G RU TO DETNL52A5302 PORINP0RIAATION NOT Fl,OADED FRAMING LEGEND&SYMBOLS tg SD3 8D9 ,.. 4 I INDICATES SPAN AND DIRECTION OF w � Bp3 BP2 6D9 �� TRUSSES AT 24•0 0 .BY OTHERS -� �• INDICATES SPAN AND DIRECTION OF = r x — w 6D4 / ROOF RAFTERS PER PLANS JBDRM INDICATES SPAN AND DIRECTION OF 0JOISTS PER PLANSf- l.I... /L,--�—�`\)TYP. 0'CLA ( C\ // INDICATES SPAN AND DIRECTION OFDECK JOISTS PER PLANS 4 ___ __ _ -/ `1 / INDICATESSPANANDDIREC110N OFCEIILING JOISTS PER PLANSINDICATES BEAM CALCULATION NUMBERFORBAT Q W.I.C. RERR TO DETAIL 1A�FOR SHEAR WALL INFO. S 0 LG 8'-0'CLG b°_•� AT X'O/LTTP. INDICATES DETAIL NUMBER AND SHEET NUMBEfl. X TEXT ABOVE CALL OUT SPECIFIES REVISED 16 P ® $ X% HARDWARE SPACING OR TYPE. 603 ® 3 1A STRUCTURAL COMPOSITE LUMBER"SCLI': 6D4 p,OFESg/0 • _ SD3 TMT'• p06 1. ALL STRUCTURAL COMPOSITE LUMBER SHALL BE IOC APPROVED. f D M.BDRM 3•-e -.ZL-•-- W 2. THE FOLLOWING TYPES OFSIRUCTURAL COMPOSITE LUMBER MAYBE USED FOR --- 8'-0"CLG �qq.�Ti��D p( TiE DESIGNATED BEAM WIDTHS WITH THE U67E0 MINIMUM 0E810N VALUES: L` J i ILIaAAI N m L_____JL___ _J I BEAM WIDTHS GREATER THAN 3.5% BDRMI B - MINIMUM DESIGN VALUES: II5CL'TYPE: R,04 Fr(L.0 EOW.10^B) L Y p PARALLEL STRAND LUMBER M " SA 8D3 WAINATE%%E 7�MBER ILVy � 2A BD, POW TAICROLLAM TTP. p I BEAM WIDTHS LESS THAN OR EQUALTo&W: Q - V87DRM AT I6"o/c 4 MINIMUM DEMON VALUES: M.BDRM BD2 'SCL'TYPE: U TTP. 8'-0'CLG Po O>h W E z 10" 8 I 16 PARALLEL STRAND LUMBER(P5y Z BD3 SD3 SD3 LAMINATED VENEER LUMBER(LVL) B 2 I NICROLLAW 2ffi5 286 1.66 W Q BD3 8D3 LAMINATED STRAND LUMBER(LSL) OIr z 6D3 A 6D4 BiTMBERSIRAND' 3. ALL PoM BOARDSSHALLBE1.1H'ICC flIM APPROVED M4TERIAL N7IH AOMINIMUM LATERAL LOADTRANSFER CAPACITY OF215 PLF.xb - GLUE-LAMINATED LUMBER"GLB11: z z cr _— 77 4x4 O Z 1. EFER LU-LAM BEAMS MALL E DOUGLHEET S FIR ADDITIONAL CHANCONFORM M REQUIREMENTS. Fn • 8,�� 2.GLU-LAM BEAMS SHALL BE DOUOLAS RR LARCH AND CONFORM TO THE \/J I B Ob FOLLOWING ORIADES: J f, — B 4 v _..- 803 D3 BD3 BD BEAM CONDITION: GRADE 2 B SMPLYSUPPORTED 24F-V4 SD3 D3 BBDA'Z 2TMP. CANTILEVERED 24F-V8 1979 — E L E VAT I O N C CONTINUOUS OVER SUPPORTS 24F-VS W FLOOR JOIST SPECIFICATION Y U ROOF FRAMING PLAN z I SPECIFIED TYPE'A'SERIES I ISTS SPECIFIED AS TYPE'B'SERES SCALE:1/4"=1'-0" VMFI TYPE I SIZE-DEPTHON) MANF TYPE SIZE-DEPTH ON TJI FOR INFORMATION NOT SHOWN 210 0 1♦6 ,11 7,d 1 J 210 I6 - REFER TO MAIN A ELEVAT IO N LP 20W IL112.11-7A,614 20W 9-1,201-7A,614 W .. FRAMING PLAN. 32W rM r/^' BCI 6000 14 6500 18 ' V! 6500 1 1979 — ELEVATION A 65 ;4 O .80 ROOFFRAMING PLAN 1 °° IFlED 18 TYPE V SERIESTS SPECIFIED AS TYPE V SERIESn' Q MAN TYPE SIZE-DEPTH TYPE SIZE-DEPTH �+�/ T SCALE:1!4"=1'-0' TJI 230 ALL _7 14 1 L CA 11 970 0 1 X 6 90 14 618 Q 55 10 so 1461 W 60 14,18 - FJOIST IOC ESNUMBERS \ z TJI. R-1153m"mus JOIST LP.ESR-1130 LP= LOUISIMIA PACIFIC BCI:ESR-1338 au=BOISE CASCADE LL cr 1 1 I ADI:ESR-1262 ADI•ANTHONY POWER JOISTSL ° RFPI:ESR-1251 RFPI•ROSEBURG FOREST OJ:ESR-1036 GP o GEORGIA PACIFIC GP:ESR-1225 WI• GEORGIA PACIRC M.S_BDRM u FRAMING NOTES 1. REFER TO STRUCTURAL GENERAL NOTE SHEET AND DETAILS Z� �DRI e'-o^cNo: Revision: Date: FOR INFORMATION NOT SHOWN ON THE MAIN FRAMING PLANS. R 2. REFER TO MAIN FRAMING PLAN FOR ALL INFORMATION NOT 1 BDC 07/18/08 SHOWN ON THE ALTERNATE ELEVATIONS AND OPRONS. l 3. TOP PLATE SPLICES SHALL BE PROVIDED PER DETAIL SHEET 9D2 I SD2 AT ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS. ul 4. REFER TO DETAIL 1 THROUGH 3 ON SHEET SD2 FOR SHEAR WALL,ROOF M.BDRM AND FLOOR SHEATHING REQUIREMENTS. 4x6 B'-0"CLG 5. REFER TO NON-BEARING HEADER SCHEDULE ON SHEET SD2 FOR HEADER SIZES ATALL LOCATIONS NOT SHOWN ON THE DR - r. FRAMINGPWI BDR L I SHEARWALL SCHEDULE 8'-0'CLG SD3 i 3 eleAAw PN1fiDFAGUPl1011 TVA m8E leln FOIz+OMION NreB0R2xoA SD3 Mf 6@ H4°q NNAp 81LLP.ME MOROOR BPN B Y 8D3 ,5k�.e`�.' ° C Ae WIWD emlwTufVL PNiFL a °do +rx a AirmaF,eee 4 p xw°°osm+cluwiPrNeL m .•aa ,rw a Grows _ PLAN 1979 AT.. DR _ a. °BBowa oF+ea BM.(2) 9 tl xwow nTnwluviPANEL b soe ,rw aeea 2 xwaaomRwmwiPNls m rae ,rae a IDAD80�8'BO�ReBV}81° ROOF R 6,RUCRIR,l1 mnawaE+a•.a+Q FRAMING PLAN B I 1 E. wvoosrnucnPrTe ,m Tab ,rqb L IAH°°m°ciEws D3 SD3 zRAtE 7 e B 2 RDmrooEVA+reln wa www,rd,n noTmwom SD3 603 D 8W ROOF&FLOOR SHEATHING SCHEDULE DATE: 07/18/08 6PACIW PANEL f%SCAPIXXI NNL EWE BMUNQY HELD AIUN 6PACINO BITE NNUNG NNLWB NAWND i0O.C. o 'PAr wzw w °'4t ro 'raib JOB NO.: 08-1107 1979 — ELEVATION D RUX)R —P^"a ROOF FRAMING PLAN 1979 — ELEVATION B 1ao.e. TAOBOSTR=l B2A6 ,m rt Ca5 ,aa5 RDOR 2492'WOOD6RNICRII4LPANIy tm s4c ex ,aoe SCALE: 1/4"=1'-0" ROOF FRAMING PLAN 8R'o.c. T6060D lg,AlMU P FLooR z83r sHOATHRUCIURALPANEL, ,m ,r4E e•x +a4c SHEET# SCALE:i(4"=t'-0" 20'o.c, T6A 6HFATIIEA7,FlI4624 FOR INFORMATION NOT SHOWN SCALE:1,4"=1'-0' NAY.IDBIRFMATXIN: REFER TO MAIN A ELEVATION NILL FRAMING PLAN. FOR REFER INFORMATION NNOT SHOWN NNL LIVE True&pec ¢WOE ^ REFER TO MAIN AELEVATION mcamcn 2.1?x16,• Blue I �� 'J FRAMING PLAN. ,m Oomrm 2yTx.+4& I,". T J REFER TO DETAE82 d3AD2 FOR WR RMXTION NOT PROVIDED GEOTECHNICAL INFORMATION 1. REFER TO STRUCTURAL COVER SHEET(SOS)FOR ASSUMED SOIL ~ a VALUES BASED ON THE PROVIDED GEOTECHNICAL(SOILS)REPORT. o = Z 3" 1 2. THE OWNERDEVELOPER AND SUBCONTRACTORS ARE TO = ¢ TUB_ I TUB REVIEW THE SOILS REPORT PRIOR TO COMMENCING CONSTRUCTION = w W ^ AND VERIFY THE PLANS COMPLY WITH THE CURRENT SOILS yy 3 3 REPORT RECOMMENDATIONS.THE STRUCTURAL ENGINEER SHALL BE ■ 99 NOTIFIED IF THE SOILS flEPORT DATE SHOWN ON SHEET(SCS)DOES rk'Rei 1"LL NOT MATCH THE CURRENT REPORT DATE.THE OWNEROEVELOPER r--� _....._ _.... -_.. _----------- IS IS RESPONSIBLE FOR UPDATING THE STRUCTURAL ENGINEER WITH - T -------------------- — -- --------------------- CURRENT GEOTECHNICAL ENGINEERING REQUIREMENT& 9 FOUNDATION NOTES R I i 1 I EXPANSION INDEX:VERY LOW TO LOW(El!M) I I 1. ALL WOOD STIR WALLS SDETAILHALL BE SECURED TO THE CONCRETE + 8DI I UN FOR REPaR OF MISSIN010R M1s°P1iaaE�D AN°cHORAI9oLT5. 1 2. ALL INTERIOR SHEAR WALLS ARE TO BE SECURED WITH ANCHOR BOLTS PER DETAIL 7/SD7. ALL IN STAUID PER FACR NON-SEARING COMMENETO BE SECURED DETAL WITH "-'y- I PNS INSTALLED PER AMI•I NON-SEARS G WALLS ARE TO PER DE WITH S 1. SDI I I I 4. INSTALL HOLDOWNOANCHOR BOLTS LUMBER1"Dl.PROVI E AND EOUgU ... BDI I ( I FOUNDATION HARDWARE PER MANUFACTURERS RECOMMENDATIONS. DEEPEN FOOLING WHERE NECESSARY TO PROVIDEANCHOR EMBEDMENTATHOLDOWN Qp,OfES oN� B2 1 I 6. INSDON?J ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION <3 � 6. REFER TO SHEARWALL SCHEDULE 1502 FOR ANCHOR BOLT SPACING AND 1 DETAIL 7/6D1 FOR ANCHOR BOLT INSTALLATION. * P•, ( I ` T I T• CALLED OUT OR NPOTED ON PL ASS.TYPICAL CONDITIONS NOT SPECIFICALLY Sr�TF I ONLRFG��S 8. REFER TO THE FOUNDATION REQUIREMENTS ON THE FOUNDATION PLAN SDI &DETAIL SHEET SDI FOR THE'VERY LOGY&'LOW EXPANSION HOWN IS FOR EXPANSION CATEGORIES. EXPECTED S DESIGN ETTLEMENT NOTTO EXCEEDV OVER A SPAN OF/O FEET.THE CUEhROWNER STALL PROVIDE AN ALTERNATE ________ _____________ J --- --- y SDI r--J FOUNDATION DESIGN FOR LOTS WITH AN EXPANSION INDEXOREATEH THAN 50. 11JF L 9. ALL DIMENSIONS SHALL BE PER THE LATEST SET OF ARCHTTECTURAL g H G I I PLANS.OUR OFRCE SHOULD BE NOTIFIED IMMEDIATELY IF DISCREPANCIES r -� ❑ -------- -------------� L--- J r, EXIST BETWEEN THE ARgQTEC —I STRUCTURAL PLANS. 1 10.FIXINDAION SIZES DEPTHS ANOREINFORCFMEM SHWLD BE COORDINATED < I_ 1 9 I 1 WITH THIT OW NB DEvELOPERSSM 5INOINEEAS REPORT.SO&ENGINEER RE U 4 4 L----- -----J I MAY REGUIREA OVAL RENTS NOT NOTED WTHES RUCTURAL PUNS. 601 1 11.CUEMpWNER SHALL ADDRESS CORROSIVE SOIL CONDITIONS. �J ( BW9' ( g1VO�A TFOFHE CUIGEMgV.TIERSS IHALLW"HAVEGA"(XSFRosION ENGIEPE NEERAP PROVIDE G MfTNi4TI0N EfXM8.1ENDA110N6 FOR ALL OTHER CORROSIVE SOIL CONDITIONS. ( WENT IS RESPONSIBLE TO REVIEW STRUCTURAL PLANS AND DETAILS FOR O W 6pI 1 BDI ( COMILUNCS TO 0OR90SOONEIGINEERS RECMIMNDATIONS PRIOR TO CMFWCTION. i I 6DI 12.FFOR°Ie PEEOC"TrGffEH TO DRAWINGSLAN"AAND CALCULATIONS BY ERB FOR COMPLETE P08T-TENSION CONSTRUCTION REQIIREMENTS. O O ♦ I I AT OPT, 13,THE CONCRETE MIX DESIGN SHALL BE PROVIDED BY THE CONCRETE t BDI SUPPLIER.THE MIX SHALL OBTAIN THE 10HEMI DESIGN 28-DAY STRENGTHS DON SHEET NS 1.THE MIX DEEON SHALL ALSO 1 B THE CLLENT. UM QUIREM OF ACI TABLE 4.3.18 �I 14.THE FOUNDATION P AN SHOWN MAY USED BY A POST-TENSION FOUNDATION O Q I DESIGN TO LCCATEHAROWARE POINT LOAD BUNE LOAD rn 1 b INFORMATION.ALL POINT LOADS WATER TWIN 5000I&LINE LOADS �V+J GREATER THAN 1000 PLF HAVE BEEN NOTED ON THE PLANS (� FOUNDATION LEGEND `-' W I I ye -- ........ '------ -------'^ U---- ----------171Ty, 2 6D1 So1 SID oIAAOUIRAT wm TDP&BNABEOUNDN�GRFATBT4 �"gMBUII •..rrw.— -- -----------J. 1WALL FOUFL1710N NLDWAIXE�ANCNOII T . .. ... . 1llu rare aF SPACNO O Cl Q BYt£ as zaB 4e•ag n 8DI 6DI ° ti !-I,�F ON Wrt tOmP. �12' � W0 12'aJc - - I... N T2400 - ELEVATION D 2400 - ELEVATION A 3. - 1g°'° Q � X aLi N-RTO BEfIlL 7=1&IMM MR WORIMI110N NOT PRGNOFD. I— W FOUNDATION PLAN FOUNDATION PLAN `V V---- V"""""""""""'-""""V V V-"' F Z / TABLE C-2 v SCALE:1/4"=1'-0' SCALE:I/4'=I'-0" > Sa_Y.fLafi 7 Te"Rndw < FOR INFORMATION NOT SHOWN y 1nn254T7 1 REFER TO MAIN A ELEVATION j N IhN�. ` Selaplo 6N4r N FOUNDATION PLAN. > " e" f I1. I.a a a°p w^ < u_ I IA - 13..w y ,Na V Iw 12 Z wA H n3E oNk < y e f No: Revision: Date: v . < BDO 07/18/08 v _ wn z vyw wA jsear 161 � 0 m as,m Doe, < z a we wA ig, 0 y Aaa - < � a ,_ a0,e112 4: .I PLAN 2400 wA aaa wA a wA TT'P. TYP. x wa a+ < ---------— --.—�-------' .. -- --.' ,,.,...— ... ----- s.a TLA a1.L.- RnWa FOUNDATION PLAN ——— .. —.................... oo a TaYu: „ E..— s..ws.uw PW4tlryINw II II _ IA SDI 8DI > wA N TTP. YYP. DATE: 07/18/08 > Y^ < y 4 v - i 2400 - ELEVATION C 2400 - ELEVATION B T.._ NO.: 08-1107 i SCALE: 1/4"=1'-0" FOUNDATION PLAN FOUNDATION PLAN -------------------------------------------------- SCALE:1/4"=1'-O" SCALE:114"=1'-0" SHEET# FOR INFORMATION NOT SHOWN FOR INFORMATION NOT SHOWN REFER TO MAIN A ELEVATION FOUNDATION PLAN. REFER TO MAIN A ELEVATION FOUNDATION PLAN. 2-1 FRAMING LEGEND&SYMBOLS 4 (2)OSI&PER TOP PLATE 4 RIM BREAK /L �\ INDICATES SPAN AND DIRECTIONOF j V uWi d y 8D2 vl--_�—�l/ TRUSSES AT 24'O.C.BY OTHERSINDICATES SPAIN N 8D4 �4 / I -!_- \' 'I) ROOF RAFTERS PER PLANS OF Z y W 8W r — INDICATES SPAN AND DIRECTION OF uVING 3 ��_, I JOISTS PER PLANS OONT.4xl213) e'-0"CLG GARAGE ALT:313"xl" �x12(5),ALT: --- -- // _ ,\ INDICATES DIRECTION OF g DECK JOISTS PER PLANS A --,1rr1 r _ gW p �( III INDICATES SPAN AND DIRECTION OF O�(C✓ e`r� P 1 II L J t_ / CEILING JOISTS PER PLANS ] Q' -- L_____ J ri ^ILa �- (") INDICATES BEAM CALCULATION NUMBER _ d ml SDINING I ICG i0 INDICATESSHEARWALLTYPE&LENGTH, a REFER TO DETAIL 11SD2 FOR SHEAR WALL INFO. LJ1 AT%'Ok zv ENTRY df I S INDICATES DETAIL NUMBER AND SHEEP NUMBER. 3 8'-0'CLG Ap(�' eX TEXT ABOVE CALL OUT SPECIFlES REVISED 8D3 m -O .EN U N XX HARDWARE SPACING OR TYPE. LL W ao 8'-0"CLG _O c9N°SZY� STRUCTURAL COMPOSITE LUMB r--------- -- - - -- ---------- ---- I W ER"SCL" __2x FLAT BLK'G _ ��4 0 ' mF- "� . ��WALIZ-ABV.____ ________ J C Q- Q �ti i i F'0FE5516 PORCH w FAMILY - a a BD3 8'-O'OLD I Q �� t dl m i I 1. ALLSTRl1CTURAL COMPOSITE LUMBER SHALL BE ICC APPROVED. 8'-D"CLG OLD 'gym G Sp2 a- I I 2. THE FOLLOWING TYPES OF STRUCTURAL COMPOSITE LUMBER MAYBE USED FOR W� F•TR ),y""c L TII= T O(� (m1 I j THE DESIGNATED CAM VJ�1HS WITH THE LISTED MINIMUM DESIGN VALUES: xS ALIGN TPo198 4 E. Nm I BD2 -O = •f j ____ r 9 DRAG-I000• I a -_ Q BEAM WIDTHS GREATER THAN 3.5: A ❑ m T 1 : L•S'-O' i i 3 MINIMUM DESIGN VALUES: s a _—_—_ I 4xb OFF WALL i i SWTYPE. .(PSI) W(ygJ E(pNx 10^S) r,/TE OF"CAl1F0& T LAU PARALLEL S�DLUMBER IPSy 8'-0'CLG 2000 285 2.0 9D2 SD2 T T i LAMINATED VENEER WMBER(LVL) I� PDR 1 BD2 802 'o A li o'c 8'-0"CLG I i BD4 TAKViOLIAM - _ bx10 ll0) __ - SAO — 5 DR BM. DR BKu LI BEAM WIDTHS LESS THAN OR EQUAL TO S.Y. Q Q II • MINIMUM DESIGN VALUES: 2400 - ELEVATION C T TYPE, V V ,pSTRAND Fb IpA Fr(PWI) ElpslxlO^6) gll l 4 I 4x4 DR BM. t a PARALLEL S�LAM' R IPSy FLOORFRAMING PLAN ,p, v LIVL ING W 6� A 0 µ I 7A�ICRDU AM�R GW) 2925 285 55 O W Q SCALE:1/4"=1'-0' 8'-0'CLG F B! LAMINATED STRAND O ER 8SU FOR INFORMATION NOT SHOWN O BD4 GARAGE REFER TO MAIN A ELEVATION -. qq 3.ALL RIM BOARDS SHALL BE 14W IOCRMAPPROVEDMATFRIALWITHA O FRAMING PLAN. p U MINIMUM LATERAL LOAD TRANSFER CAPACITY OF215 PLF. ^ SERIES GLUE-LAMINATED LUMBER"GLB": z z ct I-JOISTS AT Ib"D.C. 1. REFER TO FAMSGENERALSHALL NOTE SHEEP SN1LAS FIR LA CH AN CONFORM REQUIREMENTS. Fn O p 9�T 2.GW OW BEAMS SHALL BE DOUGLAS FlR LARCH AND CONFORM TO THE J U (2�� FOLLOW GRADES: 4XI7(l1 AT Wl W. L.,�" BEAM CONDITION, GRADE: W _ _SIB . t TYP. ' II r1 r1 ) EACH WA7 SIMPLY SUPPORTED 20E-V4 u l.•I I 5D4 a*r CMStl4 4 CANTILEVERS) 24F-V8 I 1 E Y �� 8D4 CONIINl1QUS OVER 6UPPOHTB 2/F-V8 L______J L!,t2 A +�. S'-'CLG b T b Q W �2 FLOOR JOIST SPECIFICATION Y U ell),ALT: 4xb T x ITS'FL_SCL!15))GTOHEN 3'-S' DRAG•I000 Ex , . 2x L TBL ' 3_ - ER188 W/WALL 111 LPl iib 2� IFlm A 12,11-7� SPECIFIED AS 'B• TES z3d2' .. ALIGN TRUSS DINNG TTLLTT�e�LL TYPE SIZE-DEPIH(B41 !MN TYPE 812E ONO PORCH 0 16 814 TJI 210 1S 8'-0•CLG 8'-0'CLG ! 8D3 9-12.11-7A 814 20W 9-12,11.7R,814 W ---, YAO YAm AT 36 o/c 32W 300 /I� U) 2 4 6000 14 P 6500 18 �/ S I �/+ 8500 16 FAMILY �3 _ 4X6(13)CbI ALIGN TRUSS 4 EN. 8D3 zu 40 1a O FA CLG DR BM. _D I000• __ - - ALIGN Tg188 1 EN. 50 16 f� j - I CONT.4XI2 L•2®'-B"! DRAG 1000• 65 18 85 18 60 18 80 18 IES O - I I-JOISTS SPECIFIED AS TYPE ZE-DE THIN)ERIES WAISTS SPECIFIED AS TYPE-DEFT (IN MAN TYPE SIZE-DEPTH(IN) MAN TYPE S�-DEPOT(IN) WI TJI 230 TJI 380 11_7 14 i6 (�' = f LAU 2 OUA-E a WI `�I A�jl e'-0'CL(tl--_-, BD3 WALL _ �f 8 70 14 SO 14818 Q X PDR CONT.HOP.TO TOP PLATE BD2 90 16IrF SO - S-0"CLG ALIGN 2-POINT -- END ti --=-J — BEARING GAS 18 - 80 14&16 .)-D �,;- �, 2400 ELEVATION A ,d,t U r )-JOIST IOC NUMBERS _MANUFACTURERS FLOOR FRAMING PLAN LRESfl1153fl-1251 SC 06 06 < W LP:EBR-11S0 LP= LOUISIANADE SCALE:1/4'=1'-0" ADI:ESR-1282 AD!=ANTHONY POWER JOSTS RFPL ES RFPI=ROSEBURG FOREST OJ:EBfl- ACIFIC 1035 Wl= GEORGIA PACIFIC F••� U (IF EBR-1225 ' FRAMING NOTES LIVING No: Revision: Date: VING 8'-0'CLG 1. REFER TO STRUCTURAL GENERAL NOTE SHEET AND DETAILS LI UTA CLG GARAGE FOR INFORMATION NOT SHOWN ON THE MAIN FRAMING PLAN& 81-01 GARAGE 2' SHHOOWRNMOON TTHE ALTERNATE ETEELLEV�ATIOONNS AND OPITON4S NOT 'I` BDC 07/18/08 9. TOP PLATE SRICES SHALL BE PROVIDED PER DEUL SHEET SD2 AT ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS. 4. REFER TO DETAIL 1 THROUGH 3 ON SHEET S02 FOR SHEAR WALL,ROOF AND FLOOR SHEATHING REQUIREMENTS. 5. REFER TO NON-BEARING HEADER SCHEDULE ON SHEET SD2 FOR HEADER SIZES AT ALL LOCATIONS NOT SHOWN ON THE F ENTRY FRAMING PLAN. T. 6 3 8'-0"CLG SHEARWALL SCHEDULE J 3 ENTRY b s03 e'-0^CLG A'� 6D2 AY3 BD7 rui i rw�iu �n"a..�" ro "aooni 8D3 _________________________ 11PE 8A4"x ISIy"FL.GLB(I6) r_______________ 3 'xe " _ ---------�- I _ 2x FLAT BLK'G _ - -50L(12) .-___________________ _��_����_. I 6 �A`vAtO"flRUL w1Pu8 44 fpb lrat a �TfoE 1M• L.FLAT BLWG _ JI 2 -- -BLr WALL ASV-- -- -------- J .. 11* a WR°NBOFI4M1 PLAN 2400 -T9LIZWACC�V____ ________ b3 4 xewmoamucnxuLPAra Arfac 503 PORCH PORCH 3 xex000fNupll4rL_ .0 1raA a �•"ON8°F°* 8,"CLG M 8'-O'CLG ALIGN TRU98 4 EN. ❑ �IL� m pL.b "''a'a FLOOR ALIGN Tl'aL48 a E. p� DRY.1050• L 2 arxvaoenacluwwra rm troe a Ara• DRAG.1000. ❑ — F _ 4W!14) ___ _____ lasntucnwril mrn"priw•.>+m FRAMING PLAN >� LJ DR BM. t W��I�•µa .m zue lzoc a iu�o so"sa�ws QTOOE Ll—R3RNaw•no—Pxpwrm T � 8D2 9D2 ROOF&FLOOR SHEATHING SCHEDULE SD2 SD2 DATE: 07/18/08 A PNiDCI N S)GE BOIL- SPACING 6ffNAUN0 NALINO NUNO MROOF 1&"PµOO°a, Izs�R'I- m oue fay lzac JOB NO.: 08-1107 2400 - ELEVATION B " 29b2 WDDOSm CmM PANEL 1m f.A °� 2400 - ELEVATION D FLOOR TRA&IFATHIRO,PII32B flpOR 289rWO0DSRiuCNAAIPURfy 1m fdc fdc 1OgE SCALE: 1/4"= 1'-0" FLOOR FRAMING PLAN ".r� TrWOODm,NO,PIIdVA FLOOR FRAMING PLAN R 2STUSHD6iNS.P114LPAN3 m f. f" SHEET 24•m. T6061RamIN0,RI4421 SCALE:1/4'=V-0" HNL OB41F1OA110N: SCALE:1/4"=1'-0" FOR INFORMATION NOT SHOWN NNL NAL� I Tna6pac MOODS FOR INFORMATION NOT SHOWN REFER TO MAIN A ELEVATION mComnon 2-1FRx 121 &1° I S 2 2 REFER TO MAIN A ELEVATION FRAMING PLPN. lm carman YyB`It.14f LRmf T FRAMING PLAN. ReFRTO DETAILS 2&UM WR NFO MATION NOT PROMO® a 111-16 PER TOP PLATE BREAK CD 5D2 , FRAMING LEGEND&SYMBOLS 9G3 8D3 INDICATES SPAN AND DIRECTION OF ¢ N TRUSSES AT 24'O.C.BY OTHERS C2 = x 2 INDICATES SPAN AND DIRECTION OF Z H Z --. ROOF RAFTERS PER PLANS ---- 4x6(1) 4xE, 4 6 ........,__ —__�_..__.___ _ ...._..L _____ 0 INDICATES —A D DIRECTION OF /^n� INDICATES SPAN AND DIRECTION OFMI w PO4 I r ,� 11'� •'r., "��LLJJ DECK JOISTS PER PLANS o BONUS BDRM 2 .� ,) . BD3 0 � INDICATES JOISTS PER PLANSRECTION OF a 8'-0"CLG 8'-0°CLG 0 INDICATES (») OIGATES BEAM CALCULATION NUMBER M.BATH W.I.C. 1x TxA SD4 p0 INOIC47E5 SHEAR WALLTYPEBIENGTH. yl�.. ..5.._+: M.BDRM 8'-a,CLGA� c�l PO3T h REFER TO DETAIL 1/802 FOR SHEAR WALL INFO. 8'-O'CLG AT IV O/(. INDICATES DETAIL NUMBER AND SHEET NUMBER. e TEXT—CALL OUT SPECIFIES REVISED BDRM3 �� HARDWARE SPACING OR TYPE. 8'-0"CLG 4 BD7 TYP. 4 STRUCTURAL COMPOSITE LUMBER"SCL': ..�; •s a ,a �4a OFE N T 1. ALL STRUCTURAL COMPOSITE LUMBER SHALL BE ICC APPROVED 4a R L '(. Z 2. THE FOLLOWING TYPES OF STRUCTURAL COMPOSITE LUMBER MAYBE USED FOR Dry Fy THE DESIGNATED BEAM WIDTHS WITH THE LISTED MINMUM DESIGN VALUES: ,� m 'u BEAM WIDTHS GREATER THAN 3.5. IIDe MINIMUM DESIGN VALUES120 SD7 5CL•1YPE: fp WWl w0u0 Elpel �TF FCA61F0' PARALLEL STRAND LUMBER LP34 A 4Ni4LLO, LAMINATED'VENEER LUMBER 280D 285 �� - I l RATIC G BEAM WIDTHS LESS THAN OR PIXIALTO 9.5': �3 U U MINIMUM DESIGN VALUES: — T7P. • 'SCL'TYPE: Fyn py� E(pelxl0^8) 2400 — ELEVATION C AT 36"W. PARALLEL STRAND LUMBERM PARALLAM 6D3 r�1 .g1 1 LAMINATED VENEER LUMBER(LVL) 2325 2�r 1 yS O ''1 ROOF FRAMING PLAN C`'_ �3 WI�GLLAM LEE AT 36"W. eD4 SCALE:114"=I•Cv' BONUS I,n 4 LAMINATED STRAND LUMBER(lSy Ir z 8'-0'CLG I2 602 TMBER.SRTANO' FOR INFORMATION NOT SHOWN BDRM 2 IP O REFER TO MAIN A ELEVATION I TYP. 3. ALL RIM BOARDS SHALL BE 1-1/4'ICC RIA APPROVED MATERIAL WITH A FRAMING PLAN. Typ S'-0"CLG MINIMUM LATERAL LOAD TRANSFR CAPACITY OF215 RF. D3 GLUE-LAMINATED LUMBER"GLB': Z z ry 1. A1 REFER TO GENERAL NOTE SHEET SNI FOR AODDIONAL GLU-LAM REQUIREMENTS. O BDRM 3 2.GLU-L BEAMS SHALL BE DOUGLAS FIR LARCH AND CONFORM TO THE F FOLLOWING GRADES: I_ _j 0 _ 4x12 CZ) T_ �...�. 0 ._.-_._-__ BD3 8'-0"CLG U I BEAM CONDITION: GRADE: ALT:34}"xl" SIMPLY SUPPORTTED 2aFV4 W SCL _ -� CANTILEVERED 24F-VS (I n CONTINUOUS OVER SUPPORTS 2/FVB W 4x6 4xB 4- a 3 — FLOOR JOIST SPECIFICATION r y U I.q SPECIFIED AS TYPE'A'SERIESSPE RED TYPE'B' ERI z (I�• / UI4 8 I TYPE SIZE-DEPTH(IN) TYPE SIZE-DEMH(IN1 Q G� M. TH .I.C. m SIC / 3 BD3 TJI 110 9-12,11-7 ,814 TJI 210 - , J — 8'-0"CLG -O'CLG 2 6 210 16 23D 18 M.BDRM LP 20W 5-12,11-7r8,314 2OW 312.11-7/8,a 14 e'-O"CLG �j 8D3 6D3 BCI 1 - 32W - O U BS�OD 18 8500 18 / S V/ 4 \// 1 1 � (2)C.616 PER TOP PLATE BREAK 8D2 . pj Aul P W 40 60 1a_ 1 — * . 85 18 , O - 2400 ELEVATION AI-JOISTS°° 13 18 � O SPECIFIED '�3E IS1S SPECIFIED 'D'SRI SD3 I+ I MAN TYPE S -DEPTH QN) MAN TYPE SIZE-DEPTH AT 36'0/c _ --- - - I----_--- ® `- _______=' ROOF FRAMING PLAN JI 23D ALLITE JI „-T „ 6 N 2 Cf SCALE:1/4"=1'-0" - Cz; BO 16 ' go 11_ 1 T X x 2! 85 18 80 14616 80 14,1A J V LJOTJI TES NUMBERS MANUFA NRER _7� / f BA 2 \_/ I TJI'ESR-1130 = W G\I z 8 0° G `\ BD3 LP.ESR-119D Lp= LAUISIAWt PAGFlC ,1 1 K R 11 AT 36"W. A&ESR-1282 A 336 ADI=ANTHONY R JOISTS W W n RR'I:EBR-1251 RFPI=ROSEBURG FOREST � _ I— -___ OJ:ESR-1035 OP�GEORGIA PACIRC � f, GP:ESR-1225 VA=GEORGA PACIRC v FRAMING NOTES 1. REFFOR INFO STRUCTMATION RALNOT SHOWNGENERAL NOTE MAINSHEE FRND DE AMING AJLS PLANS. No: Revision: Date: _BONUS BDRM 2 8'-D'CLG 8'-0"CLG FOR INFORMATION MAIN FRAMING NOT SHOWN O 1HE MAIN FRAMING PLANS. BONUS BDRM 2 2. REFER TO MAIN FRAMING PLAN FOR ALL INFORMATION NOT �,l BDC 07/18/08 e'-0^CLG 8'-0°CLG SHOWN ON THE ALTERNATE ELEVATIONS AND OPTIONS. 3. TOP PLATE SPLICES SHALL BE PROVIDED PER DETAIL SHEET SD2 AT ALL EXTERIOR WALLS AND INTERIOR SITAR WALLS. 4. REFER TO DETAIL 1 THROUGH 3 ON SHEET SDI FOR SHEAR WALL,ROOF AND FLOOR SHEATHING REQUIREMENTS. 5, REFER TO NON-BEARING HEADER SCHEDULE ON SLEET SDI BDRM 3 FOR HEADER SIZES AT ALL LOCATIONS NOT SHOWN ON THE BDRM 3 B'-O'CLG FRAMING PLAN. OF" CLG0/ SHEARWALL SCHEDULE TY1E PNELO�ptlPnON "� IPAlI1J TUIIM CLLMTE WRObiBR1 4x6— o � 4 w <—x o o I I 1,rwlWertAICIURPLRW6 � .� ,rAa � .;��.,�. sewnooswcNRA Pua a A•aA ,rAe r ROAso m PLAN 2400 fay 3 yBw00"S,NICIIMLPAIB b roA tr Ae h PlRrnw av tea. ATfgb 2 A.NDO"AM"MN MR6 rm ,raga ROOF Alf. ' FRAMING PLAN � wtlC081RIIDlUVLPNH 1QI rdc lydc 9✓t L"tloR0V1�12 ATY &RATE �To otTUL„sce w"rsaw,nlla r+m r%� ROOF&FLOOR SHEATHING SCHEDULE DATE: 07/18/08 MAGNUM NAIL EDGEBO 11UNIQ Y FBI SPADIND PAIEL DEecRvnaN � NAFJND NAAYq NAILING RooF �'P'AWOB.DN M sAe r t lrft JOB NO.: 08-1107 2400 — ELEVATION D 2400 — ELEVATION B 2w°°°� PA�1BOOR TMI SHFAIHINUCTUR2/16 10" COI! Cqe 1Cge ROOF FRAMING PLAN ROOF FRAMING PLAN FLOORSCALE: 1/4`=1'-0" "SCwDDISACTIPPLPAAB ,� rAe a4e p 12.r-. TMi 81FATHINO,RINR20 SHEET SCALE:,/4^=1'-0` FLOOR 229T VgOD STRUC111RAL PANE. 1W Coe Coe 1Coe N'm Tm BIFATNIND,RI NBM SCALE:1/4"=V-0" FOR INFORMATION NOT SHOWN NAIL IDENRHCATroN: REFER TO MAIN A ELEVATION FRAMING PL4N.A ELEVATION NNL NVL6� TNBSpea Q�� S 2-3 FRAMING PLAN. MOvnrnon 2-1?".131' &w I ,"a Gammon 23C".11C LYne T REFER TO DETAILS 2 A 31BD2 FOR NFGRMXHON NOT PROMDFD r GEOTECHNICAL INFORMATION s s Mz� Z1. REFER TO STRUCTURAL COVER SHEET(SCS)FOR ¢ ASSUMED SOIL VALUESBASEDONTHEPROVIDDGEOTERNICAL(BOILS)REPORT. 9DIm2. THE OWNERCIEVELOPER AND SUBCONTRACTORS ARE TO— REVIEW THE SOILS REPORT PRIORTO COMMENCING CONSTRUCTION ----------------i—i— -- AND VERIFY THE PLANS COMPLY WITH THE CURRENT SOILS ---- --------------, REPORT RECOMMENDATIONS.THE STRUCTURAL ENGINEER SHALL BE ----- NOTIRED IF THE SOILS REPORT DATE SHOWN ON SHEET(SCS)DOES 6 µ NOT MATCH THE CURRENT REPORT DATE.THE OWNERDEVELRER `I I IS RESPONSIBLE FOR UPDATING THE SRRICTURAL ENGINEER WITH ^' I CURRENT GEOTECHNICAL ENGINEERING REQUIREMENTS. FOUNDATION NOTES mmm EXPANSION INDEX:VERY LOW TO LOW(EFS50) `.yyI sDI 1 1 FOOUND�ATIION PER DETAIL 9501h7)SDIUREEFFER TO D CONCRETE ED ANCHOR BOLTS. 2. IN ALL (INTERIOR SHEAR WA FOR REPAIR OF LLS ARSS NG ERTOIBEESSECUR D WITH ANCHOR BOLTS PER DETAIL 7/SDI. I I a. (PIP NS�STA�E R!M LFACNRERS014- I flNG WCCOOM ENDATTION ARE TO BES PER DETAIL MECURED WITH IOT 4 INSTALL HOEDOWN ANCHOR BOLTS PER 141SD1 PROVIDE AND NSTALL ALL U.S.P.OR SIMPSON LUMBER CONNECTIONS OR EQUAL — I FOUNDATION HARDWARE PER MANUFACTURERS OMQE14DATIOIJS. DEEPEN FOOTING WHERE NECESSARY TO PROVIDE ANCHOR EMBEDMENT AT QT,OFE ON Il5�0 PLF I HOLDOWN LOCATIONS �'v •(pp�'F, LINE LOAD I IIIIjLL ,,fi,tt 5. HOEDOWN ANCHORS MUST BE TIED IN PEAR PRIOR TO FOUNDATION �$ i 4�.� INSPECTIONS. S. REFER TO SHEARWALLSREWLE 15D2 FOR ANCHOR BOLT SPACING AND ,] 4, DETAIL 7/S01 FOR ANCHOR BOLT INSTALLATpN. 41 ---- -------V_ _ --1�.1-- ---- — — -- --- --- 7. RCAALLEDTOUUTRLNf�SPANS. CONDITIONS NOT SPECIFICALLY r�rEO ?� _. _ x.',S'S.a.,I __ I 8. REOETPTOIL SHEEF ON WRON E�NREMENT O'ON THE 'FOUNDATION PUN f CALIF ---- r------- --1 I —1 CATEGEGORIESRLTHE FOUNDAnERENDESIGN 3SHOWN MEMNFOTTOPIX�ON. OVER A SPAN OF 40 FEET.THE GJENTpNT1ER SHALL PROVDE AN ALTERNATE 2 I ------- --J L--- I FOUNDATION DESIGN FOR LOTS WITH AN EXPANSION INDIXGREATER THAN 50. BOI I -------- 9. ALL DIMENSIONS SHALL BE PER THE LATEST SET R ARCHITECTURAL _.-_— PLANS.OUR OFFICE SHOUD BENRFlD IMMEDIATELY IF DISCREPANCIES ------ ----------------- EXIST BETWEEN THE ARCHITECTURAL B STRUCTURAL PLANS. 10.WW1111 EOWNEpg,S DI Dp�115 ORS NGGNC�NTPORT.SSOILSEENG PEP !, MAY REQUIRE DAD MONAL ITEMS NOT NOTED ON THE STRUCTURAL PLANS. v q I 11.CUEMAWNER SHW.L ADDRESS CORROSIVE SGL OONDMONS. FOR HKIH SULFATE SOIL OONDMONS MITIGATE PER ACI TABLE 4.3.1. SDI I THE CLIENfAWTJER SHALL HAVE A CdRROSION ENGINEER PROVIDE __ CMiRrLIENTION HESPOMSIBLE T IONS REVIEW UTHER OORROSM:SOILOROTIONS. O W 5 CLIENT IS RESPONSIBLE TO REV EW S RUCNR P ALAS AND DETA S FOR gpl WAIPLIANCEro CORROSION ENGNEFfT3 RECOMIAEN041XIN$PRIMAND TRUCIION. I 6 n I AT OPT. 12.A POST TENSION FOUNDATION PUJJ MAY BE DESIGNED BY OTHERS FRTHIS TE POST.REFERTO DRAWINUCTIO RE IRTIONSBY OTHERS FOR O g,0,01A I I I COMPLETE POST-TENSION CONSTRUCTION REQIIREMENTS. O 1S.THE CONCRETE MIX DESIGN SHALL BE PROVIDED BY THE CONCRETE I I SUPPLIER. NOTE ONSHRE�T"$ryN TMTHE MIX DESIIGNSI tl ALSOAV THETTHE MINIMUM REOUIREMENTSOF ACI TABLE 4.3.18 z _ O 14,THE DESIGNER SHOWN MAYBE USED BY NT LOAD&UNEN310N FOUNDATION < F l r s i I I INFORMATION.ALL P01 OAFSMEAITER THAN 5000#&uNE LOADS g GREATER THAN 1000 PLF HAVE BEEN NOTED ON THE PLANS. 9'tt0 I 9PI () J U I FOUNDATION LEGEND v W I 2 613 — E L E VAT I O N C °DI b I i 30'Sa x IW DP. I' I GONG.PAD FOOTIG 0 AND RINFRQNQ W (41 A4 AQ I 0,FOUNDATION PLAN -------- ME y U SCALE:1/4"_1'-0'' I W® I z-srRrfOOAND Z -. PET DETAIL SANDRHNPOMANO FOR INFORMATION NOT SHOWN _� ..,',I I I I I -- -- PET DETAIL SHT 6DI. REFER TO MAIN A ELEVATION L L FRAMING PLAN. 12'1MDEx 1HDEEP PoDTNO WIIH l p.]I4 TOPe HIM iIEIXWED AT LOT LOGTONS I '1 L— —�—�-- — — J e .w rL A pHR E6BTNN 5DIX MEA ER WV :').: u0/144C V GAIN EJU. .. . ................. .:::. . .. rr^^ i V, ..' - WEARWAlL FOUNDATION ALLOWABLE ANCHOR MOLT / W ,eee vewwww Aeween .. ... :� O :: [rd 5 8 91LL PLATE RF SPAgNO . .. 4 2x 780 IB'ok BOI 3 BOI\% 44�5 2x 350 10'oIC � O " 2613 — ELEVATION A a 4� 7— SDI 8DI � N 2 h xc B00 ,oap "P TM` FOUNDATION PLAN � B70 1B°k Q 44Z JC`' SCALE:1/4-1'-0" , W FOR INFORMATION NOT SHOWN �A� ...��..."Ebro "I--AI.61.MO" �""O ..........�. (— REFER TO MAIN A ELEVATION rvv r 1 FRAMING PLAN. TAABLE G3 v 1 Sxmmay of Lebo'rnM 254T dry Tat ltnuld ( 06 Q z � � !/ _ ".. BtP.n,Iee tApealeo lPp s i ! Ne,4e]gI.PW < LL cr W JL > I« pa WA � U > ryt_ } Asp wA ) e I.° ( NO: Revision: Date: y aae .0 �11. BDC 07/18/08 y o wA (n.d v / 1af ) Y JL« < ) Vm]lev WA ,pF 1+0 + Lev n ...._ 1iJA�b1m Uryw a 0— e lrt y ,« p p.Ad wA lY I]1 V Fry p p.p WA II,}Ixe Vrybv �- ( i •.;� Nn oA 4 PLAN 2613 PF wA > 1es+r rt wA < TABLSC-2 FOUNDATION PLAN ISummery of Lx 'pM Rewld y Tn0 2547751T7 IWYlx m IS--Wn H4+Ne4dled meutlryleM � 2613 — ELEVATION D µ° DATE: 07/18/08 FOUNDATION PLAN rt pp]] WA JOB NO.: 08-1107 6CALE:1/4"=1'-0" FOR INFORMATION NOT SHOWN ) - wA REFER TO MAIN A ELEVATION FEll i wA i FRAMING PLAN. > ( SCALE: 1/4"=1 I_al ----------------------r--------------------------- 2613 — ELEVATION B SHEET# FOUNDATION PLAN S3-1 SCALE:1/4"=,'-G' FOR INFORMATION NOT SHOWN REFER TO MAIN A ELEVATION FRAMING PLAN. :14, FRAMING LEGEND&SYMBOLS �_IN�DUI6CASETSFSAT ANID 24'O.C.BYIROTFIERS ECTION OF__I 3 L4xlm(8)_ __ 4x10______ ___4x10_____ L-----J INDICATES SPAN AND DIRECTION OF Z ¢ 2 ROOF RAFTERS PER PLANS — h Wayr ✓� �� INDS SPAN AND DIRECTION OF K�' ICATE JOISTS R PLANS NOOK o I B'-0"CLG DD4 \�/ DECK JOISTS R PUNS DIRECTION OF g TA4 Y INDICATES SPAN AND DIRECTION OF CEILING JOISTS PER PUNS (M) INDICATES BEAM CALCULATION NUMBER g a FAMILY S'-O"CLG 8DRM5 .D INDICATES SHEAR WALL TYPE i LENGTH. o 8'-O'CLG REFER TO DETAIL 1SM FOR SHEAR WALL INFO. ^m r - iV � �i i'/ ` i ii B AT X'O/G INDICATES DETAIL NUMBER AND SHEET NUMBER. • _J"yl I' L__ till XX HARDWAAR) TEXT E SPACING OR TY OUT PE. REVISED 11,-_•I ilr�= � KITCHEN I I t l l 8'-0"CLG DINING III `u II = STRUCTURAL COMPOSITE LUMBER"SCL': B'-0'CLG L@�axabq m II I L II LL_ J T 1 l _� V 1. ALL STRUCTURAL COMPOSITE LUMBER SHALL BE Nx APPROVED. 8: 502 SD2 SD2 A 2. THE FOLLOWING TYPES OF STRUCTURAL COMPOSITE LUMBER MAYBE USED FOR y� 4 9 IC THE DESIGNATED BEAM WIDTHS WITH THE LISTED MINIMUM DEBION VALUES: ,� c BEAM WIDTHS GREATER THAN 3.5': 8D4 TO Bh ¢ ii`� i 1.1xA 'SOL-TYPE: MINIMUM DEWNVALUES: s}' IV >`P `� WIN) E x10AB) tE CAl1F0 i 4 3 °xl4"- _(i) ---. — --._—_ 31y" Fb 04 x 14" PARALLEL STRAND LUMBER w)EN. _ _. _ w/EN. BATHS ini CgYP 0. 4ARALLAM' (PSI.) 2800 285 20 GARAGE a CLG ii� t0 g LAMINATED VENEER LUMBER(LVL) ti R+VO� 1 �xl ��„ WICROU.AM' e'-0"CLG ti�,p F4"xl4"lSCL LIVING "p" FL.BM. _ III/ Of 8'-0"CLG W d'��-l.� P - 4xi BEAM WIDTHS LESS THAN OR EOUALTO 3.5. U II DINT G BD2 871�.r lii ��i A*A `3 MINIMUMDEBNiN VALUES. ��\J /� 11 8 0 LG "N !I�^aaabyl 5t�µ 'SCL'TYPE: PoIP4 P( EUIWXIOA6) V U PARALLEL STRAND LUMBER WSU 4ARALlAM ENTRY 4 N ` r LAMINATED VENEER LUMBER(LVL) 2325 2B5 1.66 8'-0"CLG 8D2 OILLd TSTRANDLT O f LAMINATED STRAND LUMBER(LSLJ TMBERSTRAND' . _____________ r - pxA V, 9. ALL RIM LATERAL LOAD7E,-1N'ICCAPA APPROVED MATERIAL WffHA O O U MINIMUM LITERAL LOADTRANSFERCARACRY OF 215 MF. ' GLUE-LAMINATED LUMBER'GLB": z Z PORCH a GARAGE ot 8'-0"CLG O e'-O"CLG W p F 1. REFER TO GENERAL NOTE SHEET SN1 FOR ADDITIONAL GLU-LAM REQUIREMENTS. /1 O LIVING (1 a O 2.GLU-LAM BEAMS SHALL BE DOUGLAS FIR LARCH AND CONFORM TO THE \/ �!n 3 8'-0'CLG O 4 �p�II FOLLOWING GRADES: l/\) lO Q b I BEAM CONDITION: GRADE: W v ENTRY <Yt i0z SMPLYa PPORTED 2eFv4 8'-O"CLG 9j"O T N$ CANTILEVERED 24F-V8 14 _ CONTINUOUS OVER SUPPORTS 24F-V8 2613 — ELEVATION C FON TOP RAME Or LOW — W a" a� /ROOF Lau BD ' FLOOR JOIST SPECIFICATION U FLOORFRAMING PLAN 4x10(8) 4x8 - / ___ O I-JOISTS SPECIFIED AS TYPE SERIES I SPECIFIED TYPE SERIES__ _," ------ -__ __ _ �..._ __ _ ___._.._... -._. NF TYPE SIZE-DEPTH PM MAN TYPE SIZE1-7M. (IN) SCALE;:1i4"=1'-0" UTALL TTdJBB UL BA2•x 72L5"FL sCL(9)w/EN. TJI 110 >f7 ,11-7 S14 2 0 FOR INFORMATION NOT SHOWN A --2x BLICCa— _ ,�,,yA I U1ALL ABV. I ___ __ ______________ 21 1 2 16 REFER TO MAIN A ELEVATION M'-- I 5 GIRDER LP 20W 1F1 ,11-7 ,h14 20W 41R,11-7R,614 FRAMING PLAN. `+aQI PORCH D4 5� ED3 TIMM 32W /� IT-0'CLG _-- _ _ 4x1!'jl _—_—_ SOWS6w 18 13 �/ E ALIGN TRUBB 4 EN. All �/ DRAG.1000- _ - 40 14 O 50 is 86 18 1 � . SDB WALL ~ 3-0 60 18 80 18 O 'd I-JOI IRE13 TYPE S SPECIFIED Li/8D3 MAN TYPE SIZE-DEPTH M MAN TYPE SRE-DEPT}HpN) N JI 32 11LP 9 .7 4 1 5°B GABLE END TRUES 2613 — ELEVATION A = `' DRJY.1000A - J� FLOOR FRAMING PLAN 70 1. w ,481 !W` /� 80 18 LJ jO=• 1 / li ii ;M1`,,JIi , _ 80 14618 r, I ry/ i, SCALE;ti4"=1'-0" W 06 Q z l___J, - FJOIBTI NUMBERS RE _ / \ TJI:ESR-110 pU DINING il� `Ij --• ( I "i Lj :E3R-,338 SO BOiSECASCADE u LP:ESR-1130 LP= L 134WA PACIFIC S'-O"CLG tl q `fit li i i : -282ADI-ANTHONY POWER JOI ' I W eb / `` 1261 RFPI-ROSEBURG FOREST InV095GPIGEORGIAPACIFIC ESR-122s W1'GEORGIA PACIFIC r v --•I DINING ILA '� FRAMING NOTES 8'-0'CLG L4agga44 No: Revision: Date: 1. REFER TO STRUCTURAL GENERAL NOTE SHEET AND DEVILS FOR INFORMATION NOT SHOWN ON THE MAIN FRAMING PLANS. 2. REFER TO MAIN FRAMING PLAN FOR ALL INFORMATION NOT [I` BDC 07/18/08 SHOWN ON THE ALTERNATE ELEVATIONS AND OPTIONS. 3. TOP PLATE SPLICES SHALL BE PROVIDED R DETAIL SHEET GARAGE SD2 AT ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS. GA CLG 4. REFER TO DETAIL 1 THROUGH 3 ON SHEET 802 FOR SHEAR WALL,ROOF 8'-0AND BOOR SHEATHING REQUIREMENTS. LIVING 5. REFER TO NON-BEARING HEADER SCHEDULE ON SHEET S02 8'-0'CLG FOR HEADER SIZES AT ALL LOCATIONS NOT SHOWN ON THE FRAMING PLAN. GARAGE a'-D'CLG SHEARWALL SCHEDULE L-O C IaaiWwALL I1 FDOE xLN rwo"nay emnonaoe EI"�TRY 8'-0"CL-0"CLG � FNELo�RIvnIXi B� �n wxxtl Wuw.lE amr+9on Fx 8•_D—CLG a »Nam BINUCIwLLRwa m — ,zab a OIA�'A'ar1lR. ON TO OF:Low "T`°` PLAN 2613 ON TOP OF LOUD 4 »NoaoxmmllAww+s m uap ,zap a AT 1-1 ROB aap -------...........---------------------------- ENTRY 3 »xao"ammnnuwwa m rop ,zx v ----------------J 6'-O'CLG p ,"TRvvaww"a,a FLOOR »w000mrtaluw,Lwxa m zx ,zac v msecrEws AT4 FRAMING PLAN ,?HIAUCIIM"LI ,m SWe ,Sap a "I�IAB B'B AETM" PORCH —_—_-- Vr00D8" P"� Ar aaluTE B'..."CLG , _ - 2x FLAT BLKG. r---- nlaERrolxTAx,,srn wRarawvm"x xlx mw® —--_-_-_ UROOF&FLOOR SHEATHING SCHEDULE PORCH 8'-0,CLG --- s-- ------ -- MAIM PN430FSCNP,ION ZE MAILING mlm, NNua DATE: 07/18/08 2613 — ELEVATION D �❑ 'FANG, _`A`P< IM d� g�p 2� JOB NO.: 08-1107 FLOOR FRAMING PLAN 2»a wooD mucuu PANS I. Cat So! Vd ,a T40 SEATHINO,PF sane RDDR aarT w000srnuctuRALPANEL ,w F. V. ,nac SCALE: 1/4"= 1'-0" ,eras. rm BIIFATHINB,PY 4"(10 SCALE:1111MA`°' 2613 — ELEVATION B � W°°c5iI.,.4 4 EL tm ga� g�p ,aAp SHEET# FOR INFORMATION NOT SHOWN auoc. T40&FAIRING,P144R4 REFER TO MAIN A ELEVATION NNL IGENn TION: FRAMING PLAN. FLOOR FRAMING PLAN NNL NNLS- wipe S3-2 m Cmnm 2-12 a.181' INe SCALE: tm Comm zye a.t4e ume r FOR INFORMORM ATITION NOT SHOWN RERBTTO OETNLB 2 A 5802 FOR INFORMATION NOT PROVIDED REFER TO MAIN A ELEVATION FRAMING PLAN. FRAMING LEGEND&SYMBOLS INDICATES SPAN AND DIRECTION OF TRUSSES AT 24'O.C.BY OTHERS C = Z ------- / INDICATES SPAN AND DIRECTION OF 2E H ,Z. F ROOF RAFTERS PER PLANS — H `) INDICATES SPAN AND DIRECTION OF JOISTS PER PLANS INDICATE DIRECTION OF DECK JOISTS PER PLANS rn \ / INDICATES SPAN AND DIRECTION OF CEILING,IOISiB PER PLANS � (0) INDICATES BEAM CALCULATION NUMBER _ ra 4 INDICATES SMEAR WALL TYPE 8 LENGTH. } REFER TO DETAIL IISD2 FOR SHEAR WALL INFO. eN l,t'1 AT X'0/0 INDICATES DETAIL NUMBER AND SHEET NUMBER. eTEXT ABOVE CALL OUT SPECIFIES REVISED XX HARDWARE SPACING OR TYPE. 5o2 2 STRUCTURAL COMPOSITE LUMBER"SCE": 7 9D3 °�3 Yb W3 1. ALL STRUCTURAL OOMPOSRE LUMBER SHALL BE ICC APPROVED. Q ROFE55 2. THE FOLLOWING TYPES OF STRUCTURAL COMPOSITE LUMBER MAYBE USED FOR 2' SD5 2 THE DESIGNATED BEAM WIDTHS WITH THE LISTED MINIMUM DESIGN VALUES: y c BEAM WIDTHS GREATER THAN SS': S m E, MDESIG MINIMU DESIGN Fb(pN) Fv(pelf E(pelx l0^g) tf0 CAL\lOf PARALLEL STRANG LUMBER rySU i 2900 2B5 2.0 EMANATED VENEER LUMBER(LVU W.I.C. 5A 2+I W.I.O. i 1 MICROLLAhf I \ }0` e'-0"CLG 8D4 i « IS-0-CLG I 1 M.8ATH i _I j M.B TH BEAM MOTHS LESSTHANOREOUALT03.IT: 8'-0'CLG IT-0—: LG 11 SD3 MINIMUM DESIGN VALUES: / 'SCL'7YPE: ,�� W(pel) E(pNx10^8) V V PARALLEL S1fiNND LUMBER IPSL) z M.BDRM M.BDRM LAMINATED VENEER LUMBER(L1A-) Zg25 285 1 gg'fIM O 8'-0"CLG ® 8'-0"CLG ,v D M.STRAND UU -n' 2 LAMINATED STRAND LUMBFA SBL) Z RRiSTRANO` ` 4 / 1 O >!A2 f� �___� _ 307 3.ALL RIM MINIMUM BOARDS SHALL. BE14 ICC RIM CARACTY00VED MATERIAL WTHA / O . y U U� GLUE-LAMINATED LUMBER"GLB": z Z cr O 1. REFER TO GENERAL NOTE SHEET SNI FOR ADDITIONAL GI-U-LAM REQUIREMENTS. BATH r___-r al L-_ __� BATH2 2.GW-TAM B�AMSSHN.L BE DOUOLA6 FIR LARCH AND CONFORM TO THE Q \/J 8'-0"CLG TIC m FOLLOW INOGRADES: `\ ~ SD7 _- T I Q BEAM CONDTION: GRADE: U J LAU 4x6 4x6 LAU TI LG G}----:•I SIMPLYSUPPORTED 24F-V4 I CANTILEVERED 2/F-VS CONTINl1OUS OVER 6UPWRB 24F-VB < W K 2' W.I.C. ` -- 3, 2 wwLC. FLOOR JOIST SPECIFICATION Y 8'-0"CLG .0 B'-0"CLG WOISTS SPECIFIED AS TYPE W SERIES I.pIM SPECIFIED AS TYPE'B'SERIES z U TVANF TYPE SIZE-DEPTH IM MANM TYPE I SIZE-DEPTH ON) SD3 ® TJI 110 &12.11-7A,814 TJ 210 - HALL HALL T"3 21 1 230 18 W.I.C. TTP- W.I.C. B'-0"CLG 8'-0"CLG 8'-0'CLG 8'-O"CL UP � �12.11-7/S,614 3 5-12,11-7A,614 NIX Sor r/^,� 2 BCI 8000 14 V SD3 8500 5A BW 40 W 14 O 85 18 B TYP ''� 80 18 SD 18 f O BDRM 2 BDRM 3 BDRM 4 BDRM 2 �3 BDRM 3 Q BDRM 4 602 LJOISTS SPECIFIED TYPE SERIESI IRED TrSERIES 8'-0'CLG 8'-0'CLG 8'-0'CLG 8'-0"CLG 8'-0"CLG 8'-0"CLG TYPE 81ZE•DEPTH QN) MAN TYPE SIZE- S T 2 TYP. TJI TJI W -7 14.16 1 .F 9D3 !� I[• Q y ALL BD3 n\ BWI 10 - 90 18 818 '' I WIF- 2 m� 1 eo 14ats W I.g15T TES NUMBERS 06 q `h4 TJI:ESR-1130 = LP:ESR-1130 LP= LOUISBOOMNN.4 PACIFIC ADC EBC:EI282 AADDI=ANTHONY R JOISTS I ' w 4x6 4x6 4x6 _----_ RF I:ESR 1251 PRIM=ROSEBURG WREST li _ t OJ:ESR-1035 GP=GEORGIAPACIFIC r, 5A GPESR-1225 WI=GEORGIAPAOIRC r v 3 9D4 II 503 w4 n IB4 I B FRAMING NOTES 2 SD3 2 8D3 8D3 No: Revision: Date: 8D3 5A 3 1. REFER TO STRUCTURAL SHOWNGENERALON THE MAIN S AND HEET SD2 .� REFERFORIN ORMATION NOT RAMING LAN O THE MAN INFORMATION PLANS. ii� BDC 07/18/08 2ILI . REFER TO MAIN FRAMING PLAN FOR ALL INFORMATION NOT 8D3 ROOF LEDGER TO ON THE ALTERNATE ELEVATIONS AND OPTIONS. R L.CXU ._ NI 3. TOP PPLLATESo AT EIOERIS SHALL WALLS AND PR PER OVIDED DETAIL SHEET 4. REFER TO DETAL 1 THROUGH 3 ON SHEET SD2 FOR SHEAR WALL,ROOF AND FLOOR SHEATHING REQUIREMENTS. 5. REFER TO NON-BEARING HEADER SCHEDULE ON SHEET SD2 FOR HEADER SIZES AT ALL LOCATIONS NOT SHOWN ON THE FRAMING PLAN. SHEARWALL SCHEDULE 11W� fl� 1mE ''��"�� MO NOAINe e'LLFIATE 9RDRDON BFN g® arn'pk"em"CTUtu PATEL "m Pat tz"c � �+7�atm. 2�AwpeflPAEL r"E .IT PLAN 2613 2613 — ELEVATION B 2613 — ELEVATION A ' 4. B� PN�L rok ,roe A 1ea,aa 2 k a.w"""a,TAxTRwLPA,aa ee zoo ,rx �"�e o'ecraE�W's'a ROOF ROOF FRAMING PLAN ROOF FRAMING PLAN , k aeI rA� ,rm °" eye FRAMING ELEV.A PLAN whop enac,uBuvANEL rr zr RArt SCALE:1/4"=1'-0' SCALE:1/4"=1'-O" afnTp oETUL uemwNKaMAtxri Nm rarn,pm FOR INFORMATION NOT SHOWN REFER TO MAIN A ELEVATION ROOF&FLOOR SHEATHING SCHEDULE FRAMING PLAN. DATE: 07/18/08 w Tmw PONFL OEBCAPfMX1 NVL U BOIIPlON1Y HHD SPACING SIZE NADNG NAMNO NNGNO ANELNM 1UR4L 8tl 0A 1Sdo JOB NO.: 08-1107 RDOg 2yJr VlWOSRiUCNRAL PANEL. 100 e'"k 8'ak 1P qk TV— TMH"HFATHINR.P32116 PLOpi 29/"rYroODRUiUCRIULPMIEL, 1N ex e•oe 1Cde SCALE: 1/4"= 1'-O" TIO aKFATNINO,In-4020 FLOOR �Mz AL MWSTRUOTURPMEI iW g,LW 0-0. 10'WC SHEET# 2rI_ TSO SHFATHRA P 4324 MOIL IOBJRROAl10Tl: NAL NAL SIB Tueepec EZ COOE S —3 tB Cdrrtun 2-12'x.191' BMr 1 ,W Cmman ZyCx.I,C l"ns T WiFERTO DETAILS 283SD2 FOR INFORMATION N07 fNOWDED � Q x ~ c c5 ¢ W ~ d o x Z cc GO WLL mam jig D. r�� 4x6 E m 4--MG OFw.LC.W.I.C. 8'-0•CLG8'-0'CLG I I M.BATH I__ _J e'-0'CLH M..CLG z ',1 M.B a'-o^CLG O W 8'-0"C G `} Ir z z OF J I I� BA1H2 !V,` _ q ems`, ° I i 1 BATH ____� I a'-0"CLG U i t e'-0"CLG LAU i ' I 8'-OuCLO i i w I I Q Y CU W.I.C. 8'-0'CLG 8'-0•CLG z ALL W.I.C. HAIL' B7-0'CLG 0'-0'CLG -0—C ^ M a'-0"CLG 8'-0"CLG O � 2 BDRM 2 BDRM 3 BDRM 4 BDRM 2 BDRM 3 BDRM 4 LID O 8'-0"CLG 8'-0"CLG D' 8'-0.CLG 8'-0'CLG 1,0'CLG 8'-0'CLG ^' `V I > Q w r m dS Q z o — 4.8 e2) --- — - --- Li I- U p 5D3 N0: Revision: Date: BDC 07/18/08 PLAN 2613 2613 - ELEVATION D 2613 - ELEVATION C ROOF FRAMING PLAN ROOF FRAMING PLAN ROOF FRAMING PLAN ELEV. C&D SCALE:1/4"=1'-0" SCALE:1/4"=1'-0" FOR INFORMATION NOT SHOWN FOR INFORMATION NOT SHOWN REFER TO MAIN A ELEVATION REFER TO MAIN A ELEVATION FRAMING PLAN. FRAMING PLAN. DATE: 07/18/08 JOB NO.: 08-1107 SCALE: 1/4"=1'-0" SHEET# S3-4 GEOTECHNICAL INFORMATION H- ? r----- 1. REFER TO STRUCTURAL COVER SHEET(SCS)FOR ASSUMEDSOIL v rW+z 4, . 8DI 3 • 4�-',��I VALUES BASED ON THE PROVIDED GEOTECHNICAL(SOILS)REPORT. O Z I r it 2. THEOWNEPoUEVELOPER AND SUBCONTRACTORS ARE TO = °C 3 3 3 1___-�'I L— W AND VE THE SOILS CO PRIOR IT COMMENCING CONSTRUCTION = N AND VERIFY THE PUNS COMPLY WITH THE CURRENT SOILS y REPORT RCCOMMENDATIONS.THE STRUCTURAL ENGINEER SHALL BE NOTIFIED IF THE SOILS REPORT DATE SHOWN ON SHEET(SCS)DOES Nry r————————— --------------r--------- -------------� NOT MATCH THE CURRENT REPORT DATE.THE OWNER/DEVELOPER I I I IS RESPONSIBLE FOR UPDATING THE STRUCTURAL ENGINEER WITH I I I CURRENT GEOTECHNICAL ENGINEERING REQUIREMENTS. o FOUNDATION NOTES �ii EXPANSION INDEX:VERY LOW M LOW(EI550) I11�, I I BpI 1. ALL WOOD STUD WALLS SHALL BE SECURED TO THE CONCRETE '� 3 c•'k y I I I FOUNDATION PER DETAIL&SD1&7/SDl.REFER TO DETAIL rf 1 S/SD1 FOR REPAIR OF MISSING OR MISPLACED ANCHOR BOLTS. IL I,i I i 4 2. PER INTERIOR SHEAR WALLS ARE TO BE SECURED WITH ANCHOR BOLTS irk 1 I 1) ALL INTERIOR NO 11.NON.BEARING WALLS ARE TO BE SECURED WITH SHOT PINS INSTALLED PER K"FACTURERS RECOMMENDATIONS,PER DETAIL 6601. 4. INSTALL HOLDOWN ANCHOR BOLTS PER 1001.PROVIDE AND IA INSTALL ALL U.S.P.OR SIMPSON LUMBER CONNECTORS NOR EQUL1A!�LI 0 FOUNDATION HARDWARE PER MANUFACTURERS RECOM EFDATIONS. ROFESS1 DEEPEN FOOTING WHERE NECESSARY TO PROVIDE ANCHOR EMBEDMENT AT seµ I I I I HOLDOWNLocnnoNs. 6. HNN$HORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION N yP i yo y µ 6. REFER TO SHEARWALL SCHEDULE 1ISD2 FOR ANCHOR SOLT SPACING AND 6''6 ILI"0,'^, 1 I 8'- DETAIL 7ISDI FOR ANCHOR BOLT INSTALLATION. O I SDI I I I 7. REFER TO DETAIL PACKAGE FOR TYPICAL CONDITIONS NOT SPECIFICALLY `vr / .�P RZ I r__-___� I I CALLED OUT OR NOTED ON PLANS. �'E CALUFO B. REFER TO THE FOUNDATION REQUIREMENTS ON THE FOUNDATION PLAN &DETAIL SHEET SDI FOR THE VERY LOW&'LOW'EXPANSION L----y----_� — ------L....B — -------------- I CATEGORIES.THE FOUNDATION DESIGN SHOWN IS FOR EXPANSION _. RDIX e61ONLY W/ATOTALEI(PECTEDSETTLEMEMNOTTOIXCEE01• OVER AN OF DESIGN FEET.TNTCUTMpN EXPANSION SHAH PROMOSANALTERNATE ______________ ______T ______ _-- I --J q 4� FOUNDATION DESIGN FOR LOTS lM171H AN EXPANSION INOIX GREATER THAN 50. r 1 r 2 ^ 9. ALL DIMENSIONS SHALL BE PER THE LATEST SET OF ARCHITECTURAL _ PLANS.ET OFFIOE SHOULD BE NO FlED IMMED ATELV IF D SCREPANC ES gOl 1 1I1 yy EXIST BETNEEN THE ARCHITECTURAL 8 STRUCTURAL PLANS. 1___ ____ ____J 10.FOUNDATION SDE6 DEPMSANOREINFORCEMENT SHOULD BE COORDINATED THE OWNER �OPEfI'6 SOIL6 EN(iNEERS RB'ORT.SOILS ENGINEFAR !, MAY REQUIRE AT101TIONAL TIEMS NOT NOTED ON THE STRUCTURAL PLANS. v µ 1 11,Po�GH SULFA E GOALLIL CONNDmoNSALL MQUfT10 TECIPERR ACII TABLE CONDITIONS..3.1, 9Z� I 4 I THE CLIEMgNMER SHALL HAVE A C(SRROSION ENGINEER PROVIDE B-01 4 ( eT°V' CUETIISHRES�PONSIBLEATO REVIEW STRUUCNRALRPROSrVESOL CONDITIONS FOR W Q 6H SDI 1 COMRPNCETo CORTOSION ENGINEBT$PEOCMMDIwnONSRWflrocONsmuDIXIN. Q /'� �7 B 12.A POST TENSION FOUNDATION PLAN MAY BE DESIGNED BY OTHERS I f z FOR THIS PROJECT.REFER TO DRAWINGS AND CALCULATIONS BY OTHERS FOR SDI COMPLETE POST-TENSION CONSTRUCTION REQUIREMENTS. Q O ( 'AT 0-1-T. 13.THE CONCRETE MIX DESIGN SHALL BE PROVIDED BY THE CONCRETE STRENGTHS NOTE ON SH ET SN.THE MIX DE CONCRETE 28-OAY STRENGTHS NOTED ON SHEET EN1 OF MIX DESIGN SHALL ALSO 1 THEE THE MINIMUM REQUIREMENTS OF ACI TABLE 4.3.1 8 I I I 14.THE FOUNDATION PLAN SHOWN MAY BE USED BY A POST-TENSION FOUNDAnIX4 Q _ SDI I I DESIGNER TO LOCATE HARDWARE POINT LOAD&UNE LOAD r n GREATER THAN 1ODD PUF BEEN NOTED ON�4— NFORMAMON.ALL POINT LOADS REATER THAN 500008 S. SDI LINELOADS J FOUNDATION LEGEND W PoNCMA J'�L ................. I I .. I S I ...:...:........ NX111N-,WTIG REIN .. __�_�� �______ i 6DI WLI 1 :..::::•.::.::. rs+OEfAL 9HT9G1. I ESRMY WORNG. Y U foonNG eIaANO BBNwBa4G 95gP1 ------- PEfl L1ETAL SHr ern. IL-- --- ---- ------ ---J I zvnX.,RE X�P wonNG wl SDI IT I 6 TYP. 6DI �N 1�MIH BAN KM IINM GREATER TICS W TYP. '-•••---�-- 1G BUn1�e lNnN e1 ^ 9 2710 — ELEVATION C B i i T b �I BRWALL � ANIT W 1 MI -- ——— — ..:..-----....---.. TYPE SILL PLATE RF 6PICINO FOUNDATION PLAN m -- -- " 6 # 2. 280 46GS O SCALE:1/4•=1'-0. ....:...:...........: ....... ................ ....................... ..........: ::::::.: q # Rc 960 4p Me Q FOR INFORMATION NOT SHOWN REFER AT MAIN A ELEVATION — ® 2E 4YG 12'q,c N FOUNDATION PLAN. 0 b �. 6 p 21 ,TW 1Q`oc SDI WI2 W2 `/ TYP. TYP. 1 3x S>0 Is-* < z JC , 2710 — ELEVATION A -ro-TA----- ----- ----m----. f— 'w r___� _ _ U FOUNDATION PLAN TABLET"' ` > fmvmery of l.eNo IM77 Tml Resulb 1 SCALE:1/4"=T-0" j '1 roc12SIT/ 4,,U uFw w. E�„.mz.a os Pw N p '- I UL /Y W > is a 3 . L.L vow. onw wn < L r, j e o 14 _ w.° NO: Revision: Date: I ssm voe. m 44 IIY BDC 07/18/08 41 y24 83 > ,I 4 W3 ss t 1:;sa ,>v,w rT wn ......._.. o'mz 1 2 0.a16 ,YA < PLAN 2710 „ wn > T wA m wn _ � 4 8DI n j TARLEC-2 ; FOUNDATION PLAN �1 Swvmary afI 477� 25 •T ra. Ty , I—M477 TYP. � F:>::I > T Ea ,kn BelaNeeuHem < I.::..I ;> I.N`Iw- Pe[mtlN ietli Caum, PWBtlR•LSAex ` 2710 — ELEVATION D --- ----- --------- > �ry wn < DATE: 07/18/08 ,m,>z FOUNDATION PLAN -- _____ ) ,m,m SCALE:1/4"=r-o• II � < JOB NO.: OS-1107 FOR INFORMATION NOT SHOWN BDI mFwa vmw v vm, wA REFER TO MAIN A ELEVATION SDI mo-zb v.yu. v v.va, w SCALE: 1/4" FOUNDATION PLAN. ?YP. TIP. 2710 — ELEVATION B -------------------------------------------------- SHEET# FOUNDATION PLAN SCALE:1/4'=1'-O' FOR INFORMATION NOT SHOWN S 4 1 REFER TO MAIN A ELEVATION FOUNDATION PLAN. FRAMING LEGEND&SYMBOLS _ a a B04 ---, OF I89 F 8D4 /ak 11 ITTiUSSES AT 24'O.C.8Y OTHERS G r 4''0" Y4 wpm I Z Nr co [`¢Qd INDICATES SPAN AND DR ON OF f-- 1 -_—`-- ROOF RAFTERS PER FLATUS w '•'•' � ___3ty"x 9 " j CONT.4x1 (4) I 9 'x 9 Lrr ____J --_ _ -L== - ---'---- - _ SCL(3) ART:3V7'x T"St:L --'-" 6CL(SJ INDICATES SPAN AND DIRECTION OF JOISTS A PER PLANS INDICATES SPAN AND DIRECTION OF 4 ati Fi j, DECK JOISTS PER PLANS BD2 0 ti I I 4'AN' µ CEIUNGTJ SPANANDDIRECTION OF SUPER FAMILY 8D4 cEILINc Jasrs PER PLANS NOOK 8'-0'CLG z (a) INDICATES BEAM CALCULATION NUMBER 8'-0'CLG a$ NDICATES SHEAR WALL—a LENGTH. W n REFER TO DETAIL 1/SD2 FOR SHEAR WALL INFO. W F AT X'O/G INDICATES DETAIL NUMBER AND SHEET NUMBER. n % TEAR ABOVE CALL OUT SPURS REVISED 4' HARDWARE SPACING OR TYPE �lil_Ji w�IRK w0 T R KITCHEN Z� a G AyA A STRUCTURAL COMPOSITE LUMBER SCL. A µ ®Q 8'-0'OLS InQ 31Q l7 ' � 6tV� 1. ALL STRUCTURAL COMPOSITE LUMBER SHALL BE IOC APPROVED. t�FEB$O b U Q 2, THE FOLLOWING TYPES OF STRUCTURAL COMPOSITE...BE USED FOR W� ?skdy m THE DESIGNATED SEAM WIDTHS WITH THE LISTED MINIMUM DESIGN VALUES: S i n 1. a 0 �� O Ay.gµ BEAM WIDTHS GREATER THAN 9.5: '�`, P. SD2 4 .r MINIMUM DESIGN VALUES: 'Sj. S �' 2 ------� 'S Q '++ —_ 'SCL'TYPE: Fb Tyr) WNaI E(pelxl0"8) -1rE IVALLfO& ~ 3 •' b a PARALLEL STRAND LUMBER(PSQ 2900 y O I______� 'xl4" u ____- PDR (r LAMINATED VENDER LUMBER(LVL) 285 2.0 1 - In-SGL!b) - - 4'4 W 'MICROLUM' L BD4 14"T7PE'A'BERIE9 °' a LIVING I rlrpl S AT ILE O.G. T x l 43 BEAM WIDTI18lE86 THAN OR EOUALT03.6': 8'-0°CLG � T7PIC•AL UNLESS NOTED OTHERWISE C• i' MINIMUM DESIGN VALUES: 10 0 I - --- _ 'SOV TYPE; Fb 0* x10^6) 4_ 4n4 PARALLEL U U STRAND LUMBER(PSL) -7— Tp L PARALLAM' L -0! m l DINING 9 r 4 81-01OLD, e'-0•CLG p D4 I b�S. a i u 0 LAMINATETM CROERWLMMBER(LVI) 2328 2B8 1.b8 W ENTRY r 3 4 O 8'-0"CLG p. J T4 i 8D4 8D2 J LAMINATEDSTRAND$�fLBER 5.61) cr Z I,y �- O 1Y•A Y� 4 3.ALL RIM BOARDS SHALL BE 1.1/4']CC RIM APPROVED MATERIAL WITH A O � - r `Q 1• Q � MINIMUM LATERAL LOAD TRANSFER CAPACITY OF 213 PUP. 2x FLAT DLKYs GLUE-LAMINATED LUMBER"GLBII: Z z CC Y W PORCH x +t 6 6 A A�qT 8'-0-O'CLG Z _ "'Q ___ _______________ _ 14"TYPE'C'SERIES 14'TYPE'C'SERIES 1. REFER TO GENERAL NOTE SHEET SN1 FOR ADDITIONAL GLU-LAM REQUIREMENTS. O U pT 4 I-JOISTS AT 19.2"O.G I•JOISTS AT 16"O.C. 2.GWTHEFiIM BE"SHALL BE DOUGLAS FIR LARCH AND CONFORM TO T - ❑ __ 4xS ❑�_�4x6 _ SD7 ® FOLLOWING GRADES: `` U DR Bf1. OR Mi. LIVING 6,5 BEAM CONDITION: GRADE U _ 8'-O'CLG 3 L SIMPLY SUPPORTED 24F-V4 BD4 EA WAY CANTILEVERED 24F-VB CONT.HEM-TO S AT I&"o/c G"1�T14 CONTINUOUS OVER SUPPORTS 24F-VS < 1,1 TOP PLATE b SDI w c¢ Bp4 g V� A GARAGE FLOOR JOIST SPECIFICATION 2 710 — E L E VAT I O N C !' f T 4 ENTRY A IJ0 �EFlFD 81ME DEPTH ON)) �S TYPE FED STIR•DBE�RAN z BD4 8'-0"CLG FLOOR FRAMING PLAN TJI „a a, 4 TJI 230 18 ___ 4x6 SP4"x 21"R..GLD(b) -- - ---- ---�- LP 20W &12,11-7R,814 20W i-12,11-Ire,S14 ____{xy__-_ ______-____ __ __ ____ .-.__ AT 36"o/c 32W LIJ SCALE:1/4'-1'-0• J(u,T _- __ _ 2x_FLAT_DLK'G . BCI - - . - //'�� I V 1 FOR INFORMATION NOT SHOWN r 3 Z 4T. T z, LIIZ UL4-LL AD S D3 SDb 8000 18 - ALL 18 V/ REFER TO MAIN A ELEVATION a 0' r O�s l W 6 4D 14 W FRAMING PLAN. `"�'0 W1 _ _ _ __- ___ 4x12 111) ____ a 80 18 O PORCM ALIGN TF3166 4 L•2®'-Nj'„>: 2 8-0"CL E)•L,DRAG.10 88 18 , f)6 18 _ ALIGN TIaJSB 4 80 1B BD 18 5A SD3 -- 4x6(I01-- 1 INSIDE a/r' EN„DIPAIs•I000• O BD2 2 DR BM. D3 WALL t ka IFl TYPE ERI 1 'n MAN TYPE Til 4. 23DTYPE 812E-DEPTH AM MAN 11S'g 14.1EPSM(IP0 N 9D3 �3 CONT.HDR TO S _ L TOP PLATE b BD2 - _ 70 18 90 1/818 2710 — ELEVATION A A' 1 . 4A,B W So 14 t✓3 FLOORFRAMING PLAN WOISTICCNUMBERS A Q Z SCALE:1/4'-V-O" TLP:F_SR-1130 LP=LWISIANAPACIR 06 ABotR ESR-1398 BDI= IS CASCADE 1 I ADI:ESR•1282 ADM=ANTHONY POWER JOISTS 1 I 1 API:ESR-1251 GPPI=ROSEf1 AP WREST OJ:E8R-1038 GP-GEORGIA PACIFIC U GP:ESR-1228 WI=(IEOROIA PACIFIC LIVING FRAMING NOTES B'-0"CLG -0"CL 1. REFER TO STRUCTURAL GENERAL NOTE SHEET AND DETAILS No: Revision: Date: FOR INWRMATION NOT SHOWN ON THE MAIN FRAM U FRAMING PLAN 2, REFER TO MAN FRAMING PLAN FOR ALL INFORMATION NOT 1 BDL'. 07/1 B/OB SHOWN ON THE ALTERNATE ELEVATIONS AND OPTIONS. ' GARAGE 3. TOP RATE SPLICES SHALL BE PROVIDED PER DETAIL SHEET 8'-0'CLG SD2 AT ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS. ENTRY 6 4. REFER TO DETAIL 1 THROUGH 3 ON SHEET SD2 FOR SHEAR WALL,ROOF 810•CLG 3 AND FLOOR SHEATHING REQUIREMENTS, REFER TO NON-BEARING H SCHDULE ON SHEET SD2 LIVING 8 FOR HEADER SMSATALL LOCATM]NSE r NOT SHOWN ON THE 1 ---- ______-_______. .__.___________-.__ 8'-0'CLG FRAMING PUN. 8D3 IGN 4 1N. I PORCH --- SHEARWALL SCHEDULE �1 , 6 SD2 &-0'CLG T BR M wAwnu N¢ NIaE aan Tauanw IHr�pR wos GARAGE nPE PArROP4calmox trff xraxRD xAuxo eIU RAT zlD Boon elw - ALIGN TRUS94EN. A --_____ _______ _ mnwZn+m. DRAG-300• D311 ENTRY 8'-0"CLG a aewmoalrnxTURv.PNK ea San vx Arva" PLAN 2710 B,-0"QLD 1 IIM VIWDBIMgRP4LL PARK tl ftla lrtlo 8� ATRONa0F1E4• Area" 3 Mr VIDW3MaCRNLPANa a ra• +zx a ,a 2 CONT.HDR TO S 2 arwa"otmatonnN.vNK a zx +zx AATI. &xiEYIB SD3 TOP PLATE 6 SD7 PCRCH ________ _=TSLTLL'WACC RSC:_-_ - 1 PO CLG vAnomnt :wRe +tl ran +ran a Alaa"oe a'ew�RAnv¢e'R FRAMING PLAN �- aEwtm�rAa l,em wa wroRlAtnaallmPRallxn 2710 — ELEVATION D ___ 4xb_ ��_—_ "__ ❑ ❑ ROOF&FLOOR SHEATHING SCHEDULE DR er-I. DR SM. DATE: 07/18/08 FLOOR FRAMING PLAN PANG 06BCRIPRON NAa AUN aNA D RRD SPACING IMZE ImE ou NRaNp SCALE:1)4'=r-O" Rr00�F. ' PAWL.IIII2W� m son ax 1rx JOB NO.: 08-1107 FOR INFORMATION NOT SHOWN ROAR 2WW000SRLUCRI PAIR, 1m ax ax 1a 0REFER TO MAIN A ELEVATON 2 710 — E L E VAT I O N B IV- Tin SNEATf10,In 32/19 8arwtl0DaRMCIDRALPANa, 1/4°=1'-0" FRAMING PLAN. tR00R 24aoa. Tao eHEATIaINo,Plain 1m ax ax lax SCALE: FLOOR FRAMING PLAN BOOR 2Aa2'6I 1HING,PIMLPANa, 1m ax ax 1ax SHEET# 24'OA. TaO SHFAiHNa,RI4424 SCALE:1/4"=1'-0'. NAL IDEN11RI0XIM: FORINFORMATON NOT SHOWN NNL NAIL SIZE TnwSpec QOODE 24 2 REFER TO MAIN A ELEVATION tlCOrmm 2-17x.131• blue I FRAMING PLAN. 1m Camrm 23Cx.14C Lln T REFER TO DETAILS 2 a SGD2 FOR INF0ZF*MTON NOT PROVIDED (2)6516 PER TOP PLATE BREAK < FRAMING LEGEND&SYMBOLS bD a 1 2 AT �j SD3 INDICATES SPAN AND DIRECTION OF Q W T35 LIB I TRUSSES AT 24'O.C.BY OTHERS o = _ BD3 m - /' • I' INDICATES SPAN AND DIRECTION OF Z H W _ ROOF RAFTERS PER PLANS yy_ _ _ N4 _ .ri . 4—�- ....-._ ----- - - _ 4_ JOISTS PER PLANAND DDIRECTION OF \ AND NA ANDDICON OF DECK pRI�TI H g 4 INDICATES SPAN AND DIRECTION OF t;. SD3 W.I.C. CEILING JOISTS PER PLANS P. Q CLG °\I TY ��,� (4) INDICATES BEAM CALCULATION NUMBER V INDICATES SHEAR WAL.— LENGTH. Q� REFER TO DETAIL 1,SD2 FOR SHEAR WALL INFO. M.BATH AT X"O/O INDICATES DETAIL NUMBER 40 SHEET NUMBER. 8'-0-CLG M0.CLG 'I a TEXT ABOVE PACINGALL R TYPE. REVISED 8'-0"CLG i X% HARDWARE SPACING OR TYPE. �m 3 s I STRUCTURAL COMPOSITE LUMBER'SCL': q,OFE 55Ip -L� 1. ALL STRUCTURAL COMPOSITE LUMBER SHALL BE ACC APPROVED. W.I.C. "N -------- 2. THE FOLLOWING TYPES OF STRUCTURAL COMPOSITE LUMBER MAYBE USED FOR 5A • THE DESIGNATED BEAM WIDTHS WITH THE LISTED MINIMUM DESIGN VALUES: a SP 5 bD2 B'-0'CLG --1 BEAM WIDTHS GREATER THAN 3.6`. _ 1 — 'V ) Tfl2 �i MINIMUM DESIGN VALUES: Sj IV 2 Y� W B•-0"CLG 'BCL'TYPE: FD O,aS W(pPll E TP21 x 10^6) �rE AVTFO PARALLEL STRAND LU'ARALLAIMBER(PSW i 13MM 4 I '�, 8•-0'CLG IAMINATEDEDERA ER(LVy 2800 2SS 2.0 BDRM 3 AT%"o/c iF �F__ BDRM 2 e'-o^cLG u _ 8'-0•CLG 2 BEAM WIDTHS LESS THAN OR EQUAL TO 3.5' W.I.C. ii MINIMUM DESIGN VALUES: L____ L_____J AT%•o/c 3-gym' 2 e'-0"C G I I 'SCL'TYPE: Po(,el) W(MI) E QW x 10^6) U U l K ED3 PARALLEL STRAND LUMBER(PSLI BD3 ' PVENEERL t 1 HALLTTP B G GI LAMINATED MVCRDULA LUMBER(l.V'la 2325 285 1.55 77^/�,, LG LAMINATED STRAND LUMBER M IV TMBERSTRAWD' m z L fT{9La am# 3.ALL RIM BOAflDS SHALL BE I-1H'ACC TOM APPROVED MATERIAL WITH A O MINIMUM LATERAL LOAD TRANSFER CAPACITY OF 215 PLF. v' Pi GLUE-LAMINATED LUMBER'Gl z z cr BDRM4 TYP. j OP3 6'-0"CLG 1. REFER TO GENERAL NOTE SHEET SNIFORADDRIONALOLU4 MREOUREMENTS. � �/\ O 4 TYP 2.OLU-LAM BEAMS SHALL BE DOUGLAS RR LARCH AND CONFORM TO THE F,/J _ 5D1 BDRM 2 BDRM 3 FOLLOWING GRADES: !, 8'_0"CLG v _ 81-01 CLG BEAM CONDITION: GRADE W TYP. SIMPLYSUPPORTED 24F-V4 ' A Ib CANTILEVERED 2AFVg bD3 CONTINUOUS OVER SUPPORTS 24F-VS Q W 1 1 2710 — ELEVATION C o ti ;� 3OL> a t FLOOR JOIST SPECIFICATION Y 0 ROOF FRAMING PLANS JOISTS SPECIFIED TYPE'A' ERNE FJ TS SPECIFIED AS TYPE'B'SERIES z .� N TYPE SUE-DEPTH IN) MAN TYPE SIZE-DEPTH(IN) 4IS l2) TJI 21 �12,11-718,ai4 TJI 230 ,S LP 20W 912.11-7A,g14 20OW &12,11-718,a14 SCALE.114"=1'-0" W FOR w -- - -- REF INFORMATION NOT SHOWN dxb dx8 ALT:3VS"xl"bGL 32W 32W 1 REFER G MAIN A ELEVATION BCI 6000 14 6500 18 / S ' FRAMING PLAN. ` ) 8500 18 't' B 4 40 ,4 O T" 8D3 • 2 SD3 SD3 50 TIP. 9D2 _ 1 _ 1� C p'-0" B 2 9'-3" 66 1g 65 ,6 1 _ G AT%"o/c I04 8D3 8D3 2M AT 36"o/c iYP. WI 40 - �} BO 18 80 18 V O 5A I IFl L(1 ED TYPE R SAE IFIED 7VPE 9'SERIES AN TYPE SUE TYPE SIZE-DEPTH 04 M -DEPTH(IN) �N TJI -7 4 1 2710 — ELEVATION A 9700 18 14g18 Q w ROOF FRAMING PLAN 60 65UP Q ' � - so 14a'g SCALE:1/4"=1'-0" IJOIST ACC NUMBERS MANUFACTURER 7\ ` _ TJI:ESR-1153 = W ``' --I BCI:ESR-1838 B�CI BOI)SE G CADE IC ADI:ESR-1282 Ad=ANIHONY POWER-I W RFR:ESR•1251 RFR=RQSEBDRG FOREST 01 EBR-1035 GP-OC-0RG.PAC R op. EBR-122fi WI= GEORG.PACT,. 0 1 BDRM 4 81-0°CLG FRAMING NOTES BDRIVI2 BDRM 3 1. REFE TO___ No: Revision: Date: HEET AND 8'-0 N "CLG 8'-0'CLG FOR I FORMATION NOT SHOWN__S DETAILS O THE MAIN FRAMING PUNS. 1 r - 2. REFER TO MAIN FRAMING PLAN FOR ALL INFORMATION NOT BDC 07/18/08 --- SHOWN ON THE ALTERNATE ELEVATIONS AND OPRONS. 3. TOP PLATE SPLICES SHALL BE PROVIDED PER DETAIL SHEET S02 AT ALL EERIOR WALLS AND INTERIOR SHEAR WADS. 5' 4. REFER TO DETAL 1 THROUGH 3 ON SHEEP SD2 FOR SHEAR WALL,RDOF BDRM 4 AND FLOOR SHEATHING REQUIREMENTS. 8'-0'CLG 5. REFER TO NON-BEARING HEADER SCHEDULE ON SHEET SD2 FOR HEADER S12ES AT ALL LOCATIONS NOT SHOWN ON THE B SING PLAN. DRM 2 BDRM 3 8'-0'CLG 8'-0'CLG SHEARWALL SCHEDULE -- - - --- w PAxPioETr.RIPrpN Nvl InOE raEln ralxu>noN xlRuoRaA'oa BItE Haa IUIW bLLNwIE 39DRLOR PPII g uwoaG maxauRUPNxa ace —I a iir'oeaP,ea 11 PLAN 2710 4 O uw000analcnlRUPx�R. m rx 1rw ax wpa a1Am 3 O uvr000 4lRUL'NRLLPNREL m rac ,roe a mROue a,Aae x O asvuaocmalurw PANa b rm 1rm 2xp^0Wa ROOF —� �-- - YA%q 61RICb11WL P/!4t P o FRAMING PLAN®O MINGBU2 BfiAa AT hPUIE _-___. Re4nro0EuxlwnlMnw.a,pNwrinamm 6' ROOF&FLOOR SHEATHING SCHEDULE 2710 — ELEVATION D MAXIMUM NAIL RIPE BOUNDARY FIELD 07/18/08 5 1 SPAONG PANEL OEGCRPIION TRIZE HIRING NAMYNO NA61N0 2 8D2 pDB RODE ,6(S'W'000SIRUCNRAL 2r o,,x PANI3_w2A0 � e•ub aom tr4b JOB NO.: 08-1107 ROOF FRAMING PLAN SCALE:1/4'=1'-0" -.._-.- PUMPMIOOO SRIUCTUVI PANFI, 1W aak Bob 10'ob 1@a,c TWISHEATHNG,P192/IB FOR INFORMATION NOT SHOWN R_GOR MW WOOD STRUO,INAL PANEL, SCALE: 1/4" 1'-0" = REFER TO MAIN A ELEVATION 2710 — ELEVATION B FRAMING PLAN. 1RJXR 2W AO S,BuOTuuL PANEL, ,60 0I Cok f0`4b SHEET# sr o.P. -SHEATHING,PX 404 ROOF FRAMING PLAN NNLDENRRCA N: SCALE:1/4"=1'-0" NAL 3 TnrgPPc FZ CODE S 4 Btl Cartoon T-1(Cx.131' BAw I FOR INFORMATION NOT SHOWN ,mcmrnon 2yg'x.1Mr ure T REFER TO MAIN A ELEVATION REPERTOOETAILp 2 d aG02 FOR NW W TOH NM PROMOED FRAMING PLAN. GEOTECHNICAL INFORMATION W C7 1. REFER TO STRUCTURAL COVER SHEET(SCS)FOR ASSUMED SOIL VALUES BASED ON THE PROVIDED GEOTECHNICAL(SOILS)REPORT. p _ 2. THE OWNERNEVELOPER AND SUBCONTRACTORS ARE TO = 2 W REVIEW THE SOILS REPORT PRIOR TO COMMENCING CONSTRUCTION ? h m AND VERIFY THE PLANS COMPLY EWITHSTRUCTURAL THE UCTURA SING SOILS % REPORT RECOMMENDATIONS.THEE SHOW ON ENGINEER SHALL BE A NCITED IF THE SOILS REPORT DATE SHOWN ON SHEET(5C5)DOES NOT MATCH THE CURRENT REPORT DATE.THE OWNERrDEVELOPER IS RESPONSIBLE FOR UPDATING THE STRUCTURAL ENGINEER WITH CURRENT OEOTECHNICAL ENGINEERING REQUIREMENTS. FOUNDATION NOTES EXPANSION INDEX:VERY LOW TO LOW(EIS50) d 1. ALL WOOD STUD WALLS SHALL BE SECURED TO THE CONCRETE FOUNDATION PER DETAIL 6,SD1&71501.REFER TO DETAIL G S,SDI FOR REPAIR OF MISSING OR MISPLACED ANCHOR DOLTS, (� 2. ALL INTERIOR SHEAR WALLS ARE TO BE SECURED WITH ANCHOR BOLTS J. PER DETAIL T)SD1. I �Q 3. ALL INTERIOR NONSkEAR NON-BEARING WALLS ARE TO BE SECURED WITH SHOT PINS INSTAIIED PER P"FACTURERS RECOMMENDATIONS,PER DETAIL&SDI. 4. INSTALL HOLDOWN ANCHOR BOLTS PER 14,SD1.PROVIDE AND Z Z, INSTALL ALL U.S.P.OR SIMPSON LUMBER CONNECTORS(OR SOUgU FOUNDATION HARDWARE PER MANUFACTURERS RE00MMENDAM&I. .o E5si DEEPEN FOOTING WHERE NECESSARY TO PROVIDE ANCHOR EMBEDMENT AT Q HOLDOWN LOCATIONS. r-------- -- ------------- ------- ------------, 6. HOLD(r ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDA71ON INSPECnONS 1 I I 1 & REFER TO SHEARWALL SCHEDULE I&L2 FORANCHOR BOLT SPACING AND 1y I I I DETAIL 7/8 D1 FOR ANCHOR BOLT INSTALLATION. P' 7. REFER TO DETAIL CALLED OUT OR NOTEA DONE FOR FLANS.TYPICAL CONDITIONS NOT SPECIFICALLY `t'�Tf I V ( B. REFER TO THE FOUNDATION REQUIREMENTS ON THE FOUNDATION PLAN CALIF 1 I I I m CATEGORI DETAIL ES THET EDFOU FOR THE DESIGN SH.N IS FOR EXPANSION 1 I I ( INDIX IEp<51 ONLY WIA TCTAL EXPECTED SETTLEMENT NOT TO EXCEED V OV91 A SPAN OF 40 FEET.THE CLIENWWNER SHALL PROVIDE AN ALTERNATE SDI 2 I FOUNDAnON DESIGN FOR LOTS WITH AN EXPANSION INDEX OREATER THAN 50. 1 SDI I hiµ 9. ALL DIMENSIONS SHALL BE PER THE LATEST SET OF ARCHITECTURAL PLANS.OUR OFFICE SHOULD BE NOTIFIED IMMEDIATELY IF DISCREPANCIES EXIST BETWEEN THE ARCHITECTURAL&STRUCTURAL PLANS. _ 10.FOUNDATION SEES DEPTH 3 AND RDNGINE E S REP SHOULD SE COORDINATED I VMH OUNDA OWNS 5 SOILS NDREINFDRCEM REPORT,SLOBENOORDINEER U ( I MAY REQUIRE OMONAL ITEMS NOT NOTED ON THE STRUCTURAL PLANS. SDI 11,CUENTADWNER SHALL ADDRESS CORROSIVE SOIL CONDITIONS. T__ THECENTUpp�WW//_N $OH_HAVEE AN&RRQ ION ENGINEERR PROVIDETION RLCOIAMENDATON3 FOR ALL OTHER CORROWE SOIL CONDITIONS. T 1' CUENTISRESPONSIBLEroREVIEWSTRUCTURAL PLANS AND DETNLS FOR O Ff2.WLLUHCETO COIIROSON ENGINEERS REODIALIBHGATONS PRIOR TO CCN51@ILTDN1 12.A POST TENSION FOUNDATION PLAN MAY BE DESIGNED BY OTHERS-------------- I{. ------- FORTHSPROIECT.REFER TO DRAWINGS AND CALCULATIONS BY OTHERS FORC� r ---- I ------------- —I OOMPLETEPOST-TENSION CONSTRUCTION REQUIREMENTS. 00I—------- ---- ----a -------------------- —I—T---- — 13.THE CONCRETE MIX DESIGN SHALL BE PROVIDED BY THE CONCRETE SUPPLIER.THE MIX OBTAIN THE MINIMUM CONCRETE 28,DAY I I 1 STRENGTHS NOTED ON SHEET ENT.THE MIX DESIGN SHALL ALSO 7 1 I I 1 1 i TMEET HE CLIE MINIMUM REQUIREMENTS OF ACI TABLE 4.3.1 8 L— SDI ( I 1 I I ir 14.THE ES QNER TTOOLOCA7E HARDWARE PC BLDADPNENSL ANDFWNDATON O INFORMATION.ALL POINT LOAD9l�FiEATEfl TWW 90001`6 LANE LOADS 1 I GREATER THAN 1000 PUP HAVE BEEN NOTED ON THE PLANS. (� r, FOUNDATION LEGEND `� w I eDI I 1 i i i i µ ,AIGRYTOD8�lND INf3. XCINO < W L—I lJ 1 g�JD WfI11NB PEINW I I I PBIOETAl31if28,. � Y V 2�810RYFOORNR. FWfM B�AN0IEJKORCNO I'ER OETAIL31if SO,. z 84 I 1 I �' --J .p /rvnl>E.,sl,ffrlbOPFlO wi — 1 I 4 T (21-f1TOP68IM HEOUWEU AT LOI1DCAll(M!6 �///��•. LL I I m ecI I I 3:� �rnONw coo -- &FARWAIL FWNI11TE ALL PILE ANCHOR BOLT Ii:l -- ( TYPE 81LL PLAT SPACING Z I S h l 2k 2&0 4S'oc O LU E:i:::a E»>il wI 4 1 ❑U ❑ &DI ----- a i I ' I 9 2x 49D 12.9I4 Lo TIP. L---- I I I j 2 2x em 10-At �. N I I I 3A B70 1 Q x I 1 k 5.9A1 SDIn I 1 ( I 1 REFER M BETAL7401&LHD2 FOR NFORMATION NDTRi0V I 3 .............................................................................. TIP. f............ .. I— �I BDI BDI I > TABLE c-x < I 1 ) SR yof LAbo llry Tlt, Wtx H ` z T ae,2W77 t co 4 'S I I 1 i ++wow• aa, A W Idw r ,a Pob_. I I 1 I y mx cow < eme wA , 1 1w2 n e.9 No: Revision: Date: qnr._ ome wA 5 mm w I I 141u BARSTtl' 5 1 > srm v.,w wA (1 iI� DDC 07/18/08!!DI I 1 EMEND 4'-0'PAST 9DI I F met v.y� .- wA < e o. I I I EA END OF PANEL I � afro v� ,e I x. wn i I I „-m a k Nekx wA t I 1 wn t .. u > 4d < , wA —JAL e I „, — < ,v k H t > .iuin v Inwul A,aae w < v L t p ,ax:ia4.. ... .�n t WA HFSIS I HARDY PANEL 2 < E•E,aEDME—W HF2 0 6 ` PLAN 2875 > < y, w. > wA o < TABLE C-2 FOUNDATION PLAN m•Sxmryof Lebox•m,y T.R-1. ; ELEV.A&B I rock ZM77 t Lol Ya �� Pxpmtl�l4Y BeNAe fnYpn A•t9elry l•4n � 2875 - ELEVATION B 2875 - ELEVATION A / "w�+ H DATE: 07/18/08 FOUNDATION PLAN FOUNDATION PLAN - SCALE:1/4'=1'-0' SCALE:1/4'=V-0' - JAB N�.: �8-1107 FOR INFORMATION NOT SHOWN REFER TO MAIN A ELEVATION ) vm,.. onxe Iwn < SCALE: 1/4'=1'-0" FOUNDATION PLAN. --------------------------------------------------- SHEET# S5-1 h F� Y 2<i O�RQFES N'1 Fxal6l3 0' m # +f ,'rE LAl\F00. zUU oIr z >- O 0 ► .! Z z m Q J O U w Q w Y U z L 1 U U w O � � CcLOO j cv 2 Q W 06 Q z u- C[ U __LA Li LJ LJ J I 1. _� No: Revision: Date: (I, BDC 07/18/08 2875 - ELEVATION D 2875 - ELEVATION C PLAN 2875 FLOOR FRAMING PLAN FLOOR FRAMING PLAN FOUNDATION PLAN SCALE:1/4=1'-0° SCALE:1/4"-P-0' ELEV.C&D FOR INFORMATION NOT SHOWN FOR INFORMATION NOT SHOWN REFER TO MAIN A ELEVATION REFER TO MAIN A ELEVATION FOUNDATION PLAN. FOUNDATION PLAN. DATE: 07/18/08 JOB NO.: 08-1107 SCALE: SHEET# S5-2 FRAMING LEGEND&SYMBOLS ~ = w U /V�y1EI/\ INDICATES SPAN AND DIRECRON OF TRUSSES AT 24'O.C.BY OTHERS c ' 0 INLin,.,I ES SPAN AND DIRECTION OF = H x ROOF RAFTERS PER PLANS E-- INDICATES SPAN AND DIRECTION OF t� JOISTS PER PLANS INDICATES SPAN AND DIRECTION OF h \ / DECKCKJOISTS PER PLANS p L INDICATES SPAN AND DIRECTION OF \ _ / CEILING JOISTS PER PUNS («) INDICATES BEAM CALCULATION NUMBER d r2)CBSPER TOP PLATE 4 RIM BREAK ® SD2 M INDICATES SHEAF[WALL TYPE 8 LENGTH. S REFER TO DETAIL 115D2 FOR SHEAR WALL INFO. 4 AT x'0/0 INDICATES DETAIL NUMBER AND SHEET NUMBER. TEXTASDVECALLOUTSPECIRSO a n 8W )0( HARDWARE SPACING R TYPE. REVISED T. o I _ I __ _>_I z - - axe r51 4x6 ` STRUCTURAL COMPOSITE LUMBER"SCE": eRDF 5 a L_____J axIC r4) L_____J 4x6 ... _ 1 1. ALL STRUCTURAL COMPOSITE LUMBER SHALL BE 100 APPROVED. ----- - - _ ----_ 2. THE FOLLOWING TYPES OF STRUCTURAL COMPOSITE LUMBER MAYBE USED FOR jg THE DESIGNATED BEAM WIDTHS WITH THE LISTED MINIMUM DESIGN VALUES: iit s 7 N4)�� BEAM WIDTHS GREATER THAN 3.5% {� MINIMUM DESIGN VALUES: ap � h4T0 'SW TYPE: RE(NO Fv(PBp I EOWX10^6) �rP OF CA00 j m PARALLEL STRAND LUMBER(PSL) A FAMILY LAMINATED VENEER LUMBER hVy 285 2.0 8'-0'CLG L—Al 'MOflOLLAM'LIVING B'a'CLG DINING 810"CLG BEAM WIDTHS LESS THAN OREOUALTO8.5': Q Q gp{ MINIMUM DESIGN VALUES: V V 16'TYPE AT Ib"O.C. PARALLEL 7TPE'A'SERIES 'SCL'TYPE: Po(pal) INIpap E(pal z 10^8) I-J STRAND LUMBER(PSy 9ARALLAM ^ LAMINATED VEREEROULAM LMCR .UMBER hVLI 2325 285 1.55 O W .�1 16"TYM'A'SERIES LAMINATED STRAND LUMBER(ESL) Ir Z I-JOISTS AT 182"Or- 'nMBERSTRAND' TYPICAL b S All NOTED OTHERWISE j S.ALL RIM BOARDS SHALL BE 1 AW IOC RIM APPROVED MATERIAL WITH A O O 'I I MINIMUM LATERAL LOAD TRANSFER CAPACITY OF 215 PER g D4 GLUE-LAMINATED LUMBER'GLB": z z 8D4 --- 1. REFER T BEAMS AL SHALL DOUGLSHEET SN1 FIR ADDIANDOIONAL ONFORM TO REQUIREMENTS. `n O 2.GW4AM BEAMS SHALL BE f�U0L45 FlR LARCH AND CONFORM TO THE i ' i. € FglOWING GRADES: _ U ALIGN IT.SOLID J0187 4 EN._ _— ' u -- _ ice' \y I W. PER 9/8D4,L•21'-S"4-5„4 II_______ _______ . BEAM CONDITION: GRADE:„ 1..LxA iL_-Jiiim SIMPLYSUPPORTED 24F-V4 CAMILEVEINED 24F-2 r- II I _______ r____T i`=JiI1 gN CONTINUOUS OVER BUPPORf8 24F-VB i Q W ----- _______ FLOOR JOIST SPECIFICATION L Y U -•-�, �____' i' I EMR PDR T6 _. IV 2xB AT 16" J KIT'C W z ----I HEN U1 AT 24"O/O 1' B'-O"CLG LL W01 S EO TYPE'A' ERI N 18TS SPECIFIED AS TYPE'B'6ERIE � - - - I N TYPE SIZE- 14 TYPE SIZE-DEPTH(IN) ENTRY 3 8D4 Y d /e AT L 'P V JI 210 S-1 ,11-7 814 TJI 230 18 ' D9 B'-a'cLG I 3 0 3SN 1W w rZ. � ^% I,-� S, LP 2aYY �12,77-7,8,81/ 20W fF112,11.7,8,811 p �/^, V J S BCI - - Y/ 2 4x4 4xi �Pd 4x4 ` 6000 �4 8500 , R BM. W �3 PORCH_--- m� I AxA do S�0 i6 O PORCH 8'-0'CLG T4 ? P� I gZFD B5 1B - &5 18 - 8'-O'CLG 3 WI ryAT b 80 18 80 18 I-Jai - -- -2411 4 o = ' ! MAN ED IF SPECIFIED E'D' fl(I 'n O �I r1 AT 24"O/G I II"T MAN TYPE S�-DEPTH p MAN TYPE SIZE-DEPR1(IN) N T L�1 4x6(91 LJ �i.0 ly 4 F I JI 230 ALL 1 7 4 1 T SD2 UP m r2)CSIb PER TOP PLATE 4 RIM BREAK`= m 70 14 SD 14818 X 4 90 1B 3F - ` W SD2 8D3 SD2 - I SD2 1 ED 14818 I— `� `' I GARAGE Go 141♦< f] 8'-0'CLG i I.OIST ICC NUMBEINS I MANUFACTUREM06 ]� 7 TJI:ESR-1183 0`ry/, z j :1R-.jE ESR-1131 LP= LOUISIANA PACIRC ® ESfl-133B BC I=BOISE CASCADE 4 Q 1282ADI=ANTHONY POWER Ja W SIR sl RFPI=ROSEBURG FOREST LL� R-1228 0°PVI=GEEORRGIIAA PACIFIC U GARAGE Ili� B'-°'GLG I Tyr. FRAMING NOTES 8D4 2I� 8W No: Revision: Date: AT li"O/C 34 3 1. REFFOR INFO MA ION RALNor GENERSHOWN NOTE SHEMAIN FRND AMING AILS PLANS. BIDS SD2 SD5 FOR R INFORMATION NOT SHOWN O THE MAIN FRAMING PLANS. i I` BDC 07/18/08 �I 2. REFER TO MAIN FRAMING PLAN FOR ALL LAND OFTTION NOT 2x6 RR 2x6 Si SHOWN IN4 THE ALTERNATE ELEVATIONS AND OPTIONS. ' AT I "O.G. 2x RILL DEPTN Iii 'G BLUE WALL ASV. AT 16"O.C. 3. TOP PLATE SPLICES SHALL BE PROVIDED PER DETAIL SHEET --- -------- --------------- --- SD2 AT ALL EXTERIOR WALLS AND INTERIOR SHEARWALLS. __ 2x FLAT BLK'G- r _ _ L__________ __________J -----=- - ------- 9. AND ORDETAIL 1 SHEATHING REQUIREMENTS. SHEEP SD2 FOR SHEAR WALL,ROOF BLBT.UJAL1 ASV. AND FLOOR SHEATHING REOUIREMENB. 5. REFER TO NON-BEARING HEADER SCHEDULE ON SHEET SD2 IT9 "xB LTIm>-` yA' o ----- 3 a'x 1B"SGL/III FOR HEADER S FORH��SIIZES AT ALL LOCATIONS NOT SHOWN ON THE T 0 - � --- - -dx12 DR 151H. ---- SHEARWALL SCHEDULE h NIaA- __ 141E EDGE REIO fgkIITiKN MEP10112N0a 8G2 NAYelO NNIAq 61LLNAlE 2POAl]GP BiN I PSIS 1116 HARDY PANEL 2 S A v �irRowoF,e"a ST wtlOPa1X"CIIA4I PMEL m rd" ,rAe PLAN 2875 15"115•4 E/15" FIF2 FB'BEP1'&7lT 4,p xwoop enBz.Tuau PANFL m z•ot vAe a T4nowsa,ea. Airob 3 B 9A'woop mTawTURu rAxal m rAe ,rw v Rows oFtez. 2 C 3r VATCO 81M1pNRLL PANEL a rAe 1rW g twRowgtax'rA N FLOOR R amTA,m„R�1 Ba rAe r� „ nAT— FRAMING PLAN AT hRAE ELEV.A&B Tee,ro oET.a tram FaR NFORN4Tlox NorPRowo® 2875 - ELEVATION B 2875 - ELEVATION A ROOF&FLOOR SHEATHING SCHEDULE FLOOR FRAMING PLAN FLOOR FRAMING PLAN ^ROO NVL EDGE BOUNDARY Fl1D DATE: 07/18/08 SPACING PATH OEBCIYPIION 817E NAILING HVLNG NABUNG ROOF 1MIr NIDGG BA,UCNPAL 24•o.e. PANEL,RI2A0 � e•oe ex ,roe JOB NO.: 08-1107 SCALE:1/4"=V-0" SCALE:1/4'=1'-0' FOR INFORMATION NOT SHOWN RAOR 239r w0GD BIWICBIRLLPANEI. IW ii Coe ,POM REFER TO MAINAELEVATION tso.o. rao enEATHNEL PI1 CAB FRAMING PLAN. ,BRU9oR TbI BLPANFy SCALE: 1/4"=1'-0" ,fN E q Coe ,Coe R." 23W WOODDSTST PANEL ,oa e•ae vo'c ,o•oc SHEET# NAA IDB4pFlCATpN: NNL NNL SVE T1us3Pe" EZ CGLE S 5-3 BE Common ?1(l a.191• Blue I 1UE Carmen S9,H'a.149' LM T REFER TO DETAILS 2 83r302 FOR INPOFMAT,DN NOT PROVIDED � ¢ x o x a x ¢ co � ~ W h � O� $SQQ a V p,OFE3,g/° 0/10 m IV P 7TE CAL\FO U U Z LLi Q U ---- �J I ---- Ir z O O OI --- I --- Z z I ENTRY ENTRY r o, t/1 O S-o'CL-o•cLG i I,-�,i V J ' J v PORCH 1 1 1 1 PORCH 8'-°'CLG LJJ U Ye'-a cLG AL16N TRUSS 4 E.N. . z DRA6•I000M SD9 Ocr I� � GARAGE GARAGE N81-o"oLG 0 8'-0°CLG W to ---------------------------------� r----- - -------------------------� r----- L. ---_-__-------________________J L------------------________________J 00 No: Revision: Date: BDC 07/18/08 2875 - ELEVATION D 2875 - ELEVATION C FLOOR FRAMING PLAN FLOOR FRAMING PLAN PLAN 2875 SCALE.1/4"=1'-0` SCALE:1/4"-1'-0' FOR INFORMATION NOT SHOWN FOR INFORMATION NOT SHOWN FLOOR FFUiMING PLAN,A ELEVATION FRAMING PLAN A ELEVA-PION FRAMING PLAN ELEV.C&D DATE: 07/18/08 JOB NO.: 08-1107 SCALE: 1/4"=1-0" SHEET# S5-4 FRAMING LEGEND&SYMBOLS ~ W U INDICATES SPAN AND DIRECTION OF TRUSSES AT 24'O.C.BY OTHERS C = Z �`c��{ EE INDICATES SPAN AND DIRECTION OF Z y W 4 ROOF RAFTERS PER PLANS — $ttt666 INDICATES SPAN AND DIRECTION OF N�' JOISTS PER PLANS Iy IN—1-11 AND DIR OF DECK JOISTS PER PLANS ECTN7N \ / Y INDICATES SPAN AND DIRECTION OF CEILING JOISTS PER PLANS o� (4) INDICATES BEAM CALCULATION NUMBER i 3 4 (2)C816 PER TOP PLATE 5WAK INDICATES SHEAR WALL TYPE h LENGTH. 8D2 REFER TO DETAIL 1/802 FOR SHEAR WALL INFO. Q AT X'0/L INDICATES DETAIL NUMBER AND SHEET NUMBER. Xi OUTSIDE a TExTABOVECALLOUTSPECIFlESREVISED Q WALL 86 XX HARDWARE SPACING OR TYPE. Ail 0 NOTCN SWEAR I 9 �_NlNlllf CH SHEARQ04W ,b , 2 6 ATE iOP PLATE �` STRUCTURAL COMPOSITE LUMBER'SCU: _. pFE551 1. ALL STRUCTURAL COMPOSITE LUMBER SHALL BE 101 APPROVED. 4O D THE FOLLOWING TYPES OF STRUCTURAL COMPOSTTE LUMBER MAYBE USED FOR W4-T11 ♦,y Fy x �'8CL l U 4n4 ---- GABLE END TRUSS THE DESIGNATED BEAM WIDTHS WITH THE LISTED MINIMUM DESIGN VALUES: y S TYP EN.,DRAG-3381P BEAM WIDTHS GREATER THAN 3.5% "N.8 9 b 16 Y F BD3 3 II/ \Il CJ E. MINIMUM DESIGN VALUES: ,, Po(OeI) FVPQ I E(PWX10"6) rF0 CAL1Yp PARALLEL STRAND LUMBER(PSW PAMUMf � pp 2800 285 2.0 >�ti0- Fes`V BMW LAMINATED VENDREE�LMMBER hVIp LIVING ~ 8'-0'CLG 8D3 A, ! •_ BEAM WIDTHS LESS THAN OR EQUAL T09.Y: x» ILI ;' r' ,p MINIMUM DESKRN VANES: 0R „�, I Y '8CL TYPE: Po tPN), FV IPYB E UxI 210"8) V V 3 84Y CLCi W.I.C. `}M PARALLEL it STRANDLUMBER(PSy 8'- 0'CLG PMALILLAM' .. .. LAMINATED VENEER LUMfLER(LVL) 2326 285 1.55 O STRAND TR LU 3: 6 x L%fit LAMINATED STRANDAND LUMBER 6SU YIMBERSIRIINO 0 z 9.ALL RIM BOARDS SHALL BE 1-1M'NC'C RIM APPROVED MATERIAL WITH A O O MINIMUM LATERAL LOAD TRANSFER CAPACITY OF 215 PLF. ------- s � GLUE-LAMINATED LUMBER"GLBII: z z fr 18 1. W REFER TO GENERAL NOTE SHEET SN1 FOR ADDMONAL GLU-LAM REQUIREMENTS. BD O 3 2.G -LAM BEAMS SHALL BE DOUGLAS FIR LARCH AND CONFORM TO THE �,/J 3A FOLLOWING OR I_ !) BEAM CONDITION:ION: GRADE: U BONUS SDI SIMPLY SUPPORTED 24FV4 W I 8'-0'CLG BD MI !2)081 tOP PLATE RM 4 CALEVERED 24 FV8 8'-0"CLG I^ CONTINUOUS OVER SUPPORTS 04F-VB 4 rTP. I" FLOOR JOIST SPECIFICATION Y U AT 36"o/c I SPECIFIED AS TYPE'N SERIES I-JOISTS SPECIFIED AS TYPE'T'SERIES C`' z 8D1 3 �~ 6D9 TYPE SIZE-DEPTH ON MAN TYPE SIZE-DEPTH(IN) \ `— TYP. BD3 BD3 TJI 110 IF7 ,11-7 JI 2� 16 J _ $4 1 20W F1,2,11-7 ,614 20W Q1n,11-7M.814 W 66 AD3 32W ww r,) LJ A,a` TYP. m c� 8000 14 XCI 6500 1 / ■ ' V ALIGN TRUSS 4 EN. 60 14 v0, 4x4: LAU •9� e - , - , W.I.C. I 8'-0'CLG o— L J I^ 'I 80 1 TS 18 O LAU �\/• I� �I\ �Ij ( I 4 ��� ) ( E IRED TYPE RI I I' E I n B'-0'CLG I 8-O'_CLG / I V �—: O6C S3 6D3 Bpi _ -__�3 � ��=" MAN TYPE SIZE-DEPTH(IRA MAN TYPE SIZE-f�PiH 11M ---- V,"G/G A � v I � �^. I I 230 360 1-7 4 N 2 r AT li"O/C BATH Z I ISS0T - T_ I I 9114 8'-0"CLG I I I -_ ALL ALA B'B`1CLG x — I _ go6 TT'P. 85 18 80 14 1 1w I , BO 14, 5A BD3 8D2 IJOISf Nx NUMBERS - 9D2 At 16"o)c L BDRM 3 L MAN TJI:EBR-1153Aul UFAUTURERS 8'-0'OLO IP:ESR-1130 LP= L8UISIANA PACIFIC BDRM 3 I _I:ESR-1338 BDI=BOISE CASCADE 1 T 1 I ADII ESR-128, ADP=ANTHONY POWER W 8'-0"CLG RFPI:ESR,_ RFPI-ROSEfiURG FOREST OJ:ES.,.s GP- GEORGIA PACIFIC b-gyp __ 8ns GP:ESR-1225 WI= GEORGIA PACIFIC lw� W FRAMING NOTES BDRM 2 No: Revision: Date: 8'-0'CLG 1. REFER TO STRUCTURAL GENERAL NOTE SHEEP AND DETAILS W.I.C. W.I.C. FOR NFORMATON NOT SHOWN ON THE MAIN FRAMING PLANS. i BDC 07/18/08 BDRM E 8'-0"CLG = 8'-0'CLG _ 2. REFER TO MAIN FRAMING PLAN FOR ALL INFORMATION NOT II SHOWN ON THE ALTERNATE ELEVATIONS AND OPTONS. 8'-0•CLG SD3 3. TOP PLATE SAUCES SHALL BE PROVIDED PER DETAIL SHEET SD2 AT ALL EXTERIOR WALLS ANN INTERIOR D INTERIOR SHEAR WALLS. 4. REFER TO DETAIL 1 THROUGH 3 ON SHEET SD2 FOR SHEAR WALL,ROOF 4x6 f -� AND FLOOR SHEATHING REQUIREMENTS. L 6. REFER TO NON-BEARING HEADER SCHEDULE ON SHEET SD2 FOR HEADER SIZES AT ALL LOCATIONS NOT SHOWN ON THE FRAMING PLAN. 4 83 6�3 SHEARWALL SCHEDULE .___..._--___....— 7 8 mt:AAW PArci�ecNP,aN Nut L00F raELO iWNWMYI wnsn"R1wa 8D3 D3 ATE elra wvux0 NNUNO su PIATE fro Rn0Rerx OUTSIDE -- .____.._ 6 aewawelrwc,uta lwa ed ooc ,zov m N"aua,m. ATT so ob t 4 WALL , YkWooOemucuRUPWa .aA ,z�Y m �,�' PLAN 2875 3 eT W000 YINILTURa PANG m Sob lzob a RI IgYa0F1Y0. n1AT""° ROOF 2 aeveOmmYc,uIN IMXL ed 1'ob ,roc a I�q�Bm'tea ATA• FRAMING PLAN 1 ,amAc,uRNl ,od zao ,zoe m "Inane 1a ELEV.A&B reA ro�nu,,am wR YAauunw NOT PIVAOn 2875 - ELEVATION B 2875 - ELEVATION A ROOF&FLOOR SHEATHING SCHEDULE DATE 07/18/08 ROOF FRAMING PLAN ROOF FRAMING PLAN SPACING PN43�&XY� NNL EOOE BOIMOAFTt RIlN SPACN O SI7E NAWNO LLALNO NAILING SCALE:1/4'=1'-0" SCALE:1/4'=1'-0" FOR INFORMATION NOT SHOWN �. 1 PANEL.PxPu zoo M aQE a4� 1zart JOB NO.: 08-1107 REFER TO MAINAELEVATION FLOOR 23W W00o STRUCRIMLPA'FL, 10d e•A! SAk lank FRAMING PLAN. I'_ TdG BHFATNNG,RI sane IaaaR 2WWDW6ITU RALPA— 10d 6•oe 8'Ae laoc SCALE: 1/4 18.2`a4. Tan SMATfq,ml— FLOOR 23W TMR 6H IHNAi NI 4 10d Coc V. 1a Ac SHEET# NAY.OLNYIFe"ON: NNL NVL BOE Tu S6 FZCOOE tea Gamrtan 24u6•x.fa Ba Oomn"n 2-1?A.131 TN • IYue I S 5—5 lin T REFER TO DEU 2 83BD2 FOR NFORMATION NOT PROVIDED d o x � V] � O QgOFE55 Wawa * E.F.6 0 4 I r 7TP OF 11t0a z oT- z >- o 0 z z Ir u Q Jo C) w 8'-0'CLG 1 LAU _ li I B'-d'ClG ;____' L— • 16�—co CLG 2LG BATH2 8'-OCLG I I � W 11 � 0 BDRM 2 L � O BDRM 3 8'-O'CLG BDRM 3 28'-0"CLGL wj 8'-0'CLG 9 D3�3 W.I.C. W.I.C. W,CLG w 8'-0"CLG GI 7 w/ N. ^ f DRAG=1500� 0' GIRD R 87 I ALIGN TRIl58 4 EX DRAG•1664- LL fr W 4 I 4 7 BD9 SD3 No: Revision: Date: I BDC 07/18/08 (t PLAN 2875 2875 - ELEVATION D 2875 - ELEVATION C ROOF ROOF FRAMING PLAN ROOF FRAMING PLAN FRAMING PLAN SCALE:1/4"=V-0' SCALE:1/4"=1'-O' ELEV. C&D FOR INFORMATION NOT SHOWN FOR INFORMATION NOT SHOWN REFER TO MAIN A ELEVATION REFER TO MAIN A ELEVATION FOAMING PLAN. FRAMING PLAN. DATE: 07/18/08 JOB NO.: 08-1107 SCALE: SHEET# S5-6 GEOTECHNICAL INFORMATION � f,< s 1. REFER TO STRUCTURAL COVER SHEET(SCS)FOR ASSUMED SOIL VALUES BASED ON THE PROVIDED GEOTECHNICAL(SOILS)REPORT. 2. THE OWN ERDEVELOPER AND SUBCONTRACTORS ARE TOon x tx REVIEW THE SOILS REPORT PRIOR TO COMMENCING CONSTRUCTION x y w AND VERIFY THE PLANS COMPLY WITH THE CURRENT SOILS yy" REPORT RECOMMENDATIONS.THE STRUCTURAL ENGINEER SHALL BE NOTIFIED IF THE SOILS REPORT DATE SHOWN ON SHEET(SCS)DOES NOT MATCH THE CURRENT REPORT DATE.THE OWNER�DEVELOPER IS RESPONSIBLE FOR UPDATING THE STRUCTURAL ENGINEER WITH 1415 PLP LINE LOAD CURRENT GEOTECHNICAL ENGINEERING REQUIREMENTS. g FOUNDATION NOTES EXPANSION INDEX:VERY LOW TO LOW(EI550) 1. ALL WOOD STUD WALLS SHPER DETAIL ALL BE SECURED TO THE CONCRETEFOUN 55B0 I v)L[V 4, 5DI ULA3D1 F�DnRO EPAIR OF MSSIN010R M DSPLACED ANCOER HOR BOLTS. R �_ ---- l�_m,1__ �I 3 3• 2. ALL INTERIOR SHEAR WALLS ARE TO BE SECURED WITH ANCHOR BOLTS PER DETAIL 71SD1. _.__ _-................... ......,,........__ 3. ALL NTERDR NON-SHEM NON-BEARING WALLS ARET0 BE SECURED WITH SHOT r= =rr---� ------ .......... FINS INSfALLID PER M4a(UFACNRM RECOMMFNOATIONS,PFA OETNL 68D1. �y _ _ — Ilr—+—_------r--� -------- ---------- ------ 4. INSTALL ALL DOWN ANCHOR BOLTS PER I4/SDI.PROVIDE AND 1 r II 1 1 FOUNDATION LOLL U.ARDW RE PER PSONLUMBERCONNECTORS OREO0AIL06NS _ 1 DEEPENN FOOTING WHERE NECESSARY TO PROVIDE ANCHOR EMBEDMENT AT 0.0FE567 1 I I 1 HOLDONM LOCATIONS. �4.� el 0• 5. MSPE HORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION 6. REFER TO SHEARWALL SCHEDULE 1,SD2 FOR ANCHOR BOLT SPACING AND 3 'C DETAIL 7/SD1 FOR ANCHOR BOLT INSTALLATION. P Q 4 I I I I 41 7 RECALLED OUT OR NFER TO DETAIL OTED ON PLANS TYPICAL CONDITIONS NOT SPECIFICALLY e�rE OC V ILA m I a. REFER TO THE FOUNDATION REQUIREMENTS ON THE FOUNDATION PUN &DETAIL SHEET SDI FOR THE VERY LOW&'LOW EXPANSION 1 1 I wANSION DETE°ORIES.THE RjPANl DLYWATOTALB(PEECTDSSEf SHOWN IS I OVT3 A SPAN OF 40 FEET.THE CLIENTIOWNER SHALL PROVIDE AN ALTERNATE FOUNDATION DESIGN FOR LOTS WITH AN EXPANSION INDEX GREATER THAN 50. 9. ALL DIMENSIONS SHALL BE PER THE LATEST SET OFARCHTECTURAL I I I PLANS. OUR OFFICE OULHIBE E IMMEDIATELY IF DISCREPANCIES WST ETWEEN THE ARC ECTURAL STRUCTURAL PLANS. _ F......� I I I 3 v� 10.FOUNDATION SIpff,B D11:ANDREINFORCEMEMSHWLD BE COORDINATED MAY REOUO ESP ON�AI�5REM6SNm NE0 ED ONTHE 55ORLSuc�ruRni fuNB. I I /p L--- ———— ——— I,. I b 1 11.WRHIGHSULF17E601L CONDDREDI55TIOQUN6 MfSIiGAIEPER COmAOBLE 4.3.1. __ J THE CLIENT INNER SHALL HAVE A CORP061ON ENGINEER PROVIDE ---- ----------- ----- 1 1 r--------- --1 --- aiEMlg gEpprySB�EOTOflEV1EWS�TRUCTUR�PRIAOSNSANDDETAILSFOR O 1 a a fXM1PLIANCFiO�flflO610NEN01NFBT3REQ'UCTURAIIONS RIIOR TO WNSIRUCIDN. L r , r 12.A POST TENSION FOUNDATION PLAN MAYBE DESIGNED BY OTHERS \A I 2 I I 1 I FOR THIS PROJECT,REFER TO DRAWINGS AND CALCULATIONS BY OTHERS FOR y(t✓O i SDI �t11 I I 1 1 �.ty COMPLETE POST-TENSION CONSTRUCTION REQUIREMENTS. O O W M�� VW,•� 13.THE CONCRETE MIX DESIGN SHALL BE PROVIDED BY THE CONCRETE 1 2 1 SUPPLIER.THE MIX SMALL OBTAIN THE MINIMUM CONCRETE 28-DAY _ SDI STRENGTHS NOTED ON SHEET 6N1.THE MI%oESIGN SHALL ALSO 1 I I 1 MEETTHE MINIMUM REQUIREMENTS OF AM TABLE 4.3.1 A 1 1 THE CLIENT. SDI 1 1 I I I 14.THE FOUNDATION PUN SHOWN MAY BE USED BOA POST-TENSION FOUNDATION WNOATIXN O DESIGNER TO LOCATE HARDWARE EATS LOAD a LINE LOAD 1 I I I I INFORMATION.ALL POIM LOADS(TREATER THAN SOOW 8 LINE LOADS GREATER THAN 1000 PUP HAVE BEEN NOTED ON THE PLANS. I _ 1 1 1 1 I 5D1 FOUNDATION LEGEND w 1 I 1 � i I I I I y';,,:•�,`—'``•� " 'roal�iNe�N"°o'BcrNronallo � W � v! PBi OEfN.&R aU,. Y I 1 TOOfIH8812E Ain BBNFGIGNB Z I PBI GTNL BIfT CNIt. - I I I I 0.04T1a 1B'MEP IRMAT 1 1 1 w�6'NNON PN�NNO�Ex oR�TnAi�71wN�i10n8 W To9urLtBBTH.Na, � I sD1 I I I I 0 u \ A --�'1 jq h l B FAR WALL O NOAM N A L2ARANCHOROLT 1 �^ l BI TYPE BILL PLATE G 1 1 I I III 111 2 r` I I� I I :11 ; �, 5�� at— ------I--r-- 4k� T% O3;0 21 LO AT OPT. 2 x 12 u yN�� �I/1 ;1 1 IK2 3. Q * X I:;;c•:1 1 / 2I� REFS — 4180 TABLEFOCfl-2 SAmYf N TFrO t NBM«TON ne 2M77 NOT PRPAO 1 06 !`J, ry r-- 1 i 1 I I I i .:Fi,?6R°"._etP.�w. lrpm4m Lg4m gu.ulrp.lnr, ..n .�._; SDI I Ir w. . ` � W L-- J oms -. < TYP. I I ...I = 1 ` c ;a, o:m• ... M. ; / C. So.AP x II 1OR 4 GONG.PAD POOTIN6 1 I �:: V 1�'. t w" A w/(5)14 BARS AT B.E.W. / az, w� < No: Revision: Date: , wA < 5D1 _ 1 1 4'r::• wn ° wn / �1X BDC 07/18/08 _ < is I I `L—. .----- — — �� --.-- -------- J IBI — — . ..... .... As ae A o.m, < I Is3 1 . iwm v t. > + f / —)Mt + 1 v. wn I 5 sol 2 l° 2-6 W 11 v.r� PLAN 3113 W1 , wn a SD1Nil ,- w. wR / em wn/ L TABLE C2 FOUNDATION PLAN ISummery afL.boroI-yT.,Rod. ELEV.A / Tr 2M77 1 3113 — E L E VAT I O N A I Tim x.T.4w BecooI l•m aWMb Bwtltlq Tw w / 1. gm FOUNDATION PLAN 1 ;n,: Rw �� / t DATE: 07/18/08 / v R > v SCALE:1/4'=V-0' ,n+m 1141w JOB NO.: 08-1107 v.,L« , m,o wn v ,o. wA t i 06O wA i SCALE: 1/4"—1'-0" SHEET# 56-1 a s o = S VJ � I III 1 1 111 I III 1 I 111 �� I II�_ooa l 111� nli it\\ qbl SE Jill vI Ol\FO a`P 9 BDI - U U zw � O oc z _ zoo Q O - Uv 3113 - ELEVATION B W ' FOUNDATION PLAN Q Y U SCALE:1/4'=V-0' FOR INFORMATION NOT SHOWN 7 REFER TO MAIN A ELEVATION z Q FOUNDATION PLAN. J+ (//w �// W O :E It Ln O N = Q® � x W f----- 1f-- /Y`I■V — .]I 411i �����x����� 111i `II I ;I No: Revision: Date: BOO 07/18/08 \ ------- 9 ___ eDl D sDl II R 5DI 5DI PLAN 3113 FOUNDATION PLAN ELEV. BAD -_ [� DATE: 07/18/08 JOB NO.: 08-1107 3113 - ELEVATION C 3113 - ELEVATION D SCALE: 1/4"=1-0" FOUNDATION PLAN FOUNDATION PLAN SHEET# SCALE:1/4"=T-0' FOR INFORMATION NOT SHOWN SCALE:114"=V-0' FOR INFORMATION NOT SHOWN REFER TO MAIN A ELEVATION REFER TO MAIN A ELEVATION FOUNDATION PLAN. FOUNDATION PLAN. 6-2 W f' � c I— d o x to x ¢ 69 W13 y SDI LL g J � 1 ` � o0 I ` I 1 Q,,0EL5 10 CIS I I ( mW In� jyo • 1f I S . � SDI CONIC.PAD FOOTIN6 ...::: ..... w/(5)04 BARS AT B.E.W. O O zzfr Q o 3-GARAGE OPTION 3-GARAGE OPTION U W 3113 - ELEVATION C 3113 - ELEVATION A Q Y U FOUNDATION PLAN FOUNDATION PLAN 7 SCALE.1/4"-1'-0' SCALE:1/4"=1'-0' FOR INFORMATION NOT SHOWN FOR INFORMATION NOT SHOWN REFER TO MAIN A ELEVATION REFER TO MAIN A ELEVATION FOUNDATION PLAN. FOUNDATION PLAN. W { U) O � 5W I} L Q LO II 11 111 j 11 z lL W � U No: Revision: Date: ` BDC 07/18/08 Fij PLAN 3113 3-CAR GARAGE --� FOUNDATION PLAN ELEV.A,B,C,D DATE: 07/18/08 3-GARAGE OPTION 3-GARAGE OPTION JOB NO.: 08-1107 3113 - ELEVATION D 3113 - ELEVATION B SCALE: 1/4"_ FOUNDATION PLAN FOUNDATION PLAN SHEET# SCALE:1;4"=1'-0 FOR INFORMATION NOT SHO-NI SCALE.1/4"=1-0" FOR INFORMATION NOT SHOWN REFER TO MAIN A ELEVATION REFER TO MAIN A ELEVATION FOUNDATION PLAN. FOUNDATION PLAN, S 6 3 FRAMING LEGEND&SYMBOLS = W 1101 ES SPAN AND DIRCTON OF ¢ H TRUSSES AT 24.O.C.BY OTHERS INOICATESSPANAND DIRECTONOF Z H Z 'r • ' ROOF RAFTERS PER PLANS INDICATES SPAN AND DIRECTION OF N JOISTS PER PLANS DECK AJOISTS PER PLAS DIRECTION OF N O \ / INDICATES SPAN AND DIRECTION OF Cj N CEILING JOISTS PER PLANS ,n TYPE (r) INDICATES BEAM CALCULATION NUMBER I 4 ~ 2 e INDICATES SHEAR WALL TYPE 8 LENGTH. r: r _ � 4 f ri n 81 SD2 I^ 4P� ti BD4 n 318 REFER TO lM'IaL 1/SD2 FOR SHEAR WALL INFO. A7 X'O/L INDICATES DETAIL NUMBER AND SHEET NUMBER. ny „ Y __I (Y_ 3 r ______ ___ _ ____________ _______S 3 Xe TEXT ABOVE CALL OUT SPECIFIES REVISED _4x-S_ —_ j CONT.4x12(3) _ 314"XSIy•SCL(4) I %X HARDWARE SPACING ORTYPE. r,=�l STRUCTURAL COMPOSITE LUMBER ISCL': OfES w Qx I� J`=JL====3 1. ALL STRUCTURAL COMPOSITE LUMBERS BE ICED APPROVED. i 0 JQ a�Py FP. 2, THE FOLLOWING TYPES OF STRUCTURAL COMPOSITE LUMBER MAYBE USED FOR NOOK TS B' THE DESIGNATED BEAM WIDTHS WITH THE LISTED MINIMUM DESIGN VALUES: y C y c RD tlS m L Z v FAMILY BEAM WIDTHS GREATER THAN 3.5. xBB l7 2: 8'-0"CLG 41 - 'SCL'TYPE: MINIMIBd OESION VALUES: s"Yr 4 Fb(ps8 wfpe6 EBWx10^6) P CAl\FO PARALLELST'PARAND LUMBER BERM KITCHEN LAMINATED VENEER LUMBER(LV41 2800 2B5 2.0 S - 8'-01CLG �a (2)C816 TIICROLLAM m p((]] 1 BEAM WIDTHS LESS THAN OR EQUAL TO 3.5': So p 3�� MINIMUMF!V13 NVALUE6: 4 e'-0'CGG i F m W9 'SW TYPE: PotP.4 wLyap Efy4x10^8) V V SD2 Q WOAR PARALLEL STRAND LUMBER IPSy A 6 'PARAl." ALIGN 80LID JOIST " O14T 3Ui^'xl4"FL. LAMINATED VENEER LUMBER(Wy 2m 1 L PER 9/SD4 ' —_ _ L• °! O C816 Bhl. II LAMINATED STRAND LUMBER(LSL) A TO BM. 'IIMBFASTRWJD' 3.ALL RIM BOARDS SHALL BE I-1µ'ICC RIM APPROVED MATERULWIMA O DINING iK=====_- ti' MINIMUM LATERAL LOAD TRANSFER CAPACITY OF 215 PLF. m ,Bil B'-D^CLG �_______ - HALL AT GLUE-LAMINATED LUMBER"GLB": _- =______= O l B'-0'CLG i L 1. REFER TO GENERAL NOTE SHEET SNI FOR ADDITIONAL GLU-LAM flEOURB.AENTB. 'n BD2 BDRT✓15 11 0T 2.GLU4AM BEAMS SHALL BE DOUGLAS FIR LARCH AND CONFORM TO THE Q �/J L" IF= li� - FOLLOWING GRADES: � � IL I 6 ______= x ID: ;v k 8D4 L___ ti II Q BEAM OONORX)N: GRADE:u- 1 T TYPE"B"I-JOISTS SIMPLY SUPPORTED 24FV4 - AT 193"o/c TYPICAL n rj CANTILEVERED 24FV8 14"TYPE"B"I-JOISTS __- ---- CONTNUousOVERSUPPORTS 2/FVB Q W AT IS2"o/c TYPICAL �2� 9p4 FLOOR JOIST SPECIFICATION Y UJ C816 -p4'x14` EN1I� $ ISTS PEGRED ASTYPE'R SERIES WOISTS SPECIFIED AS TYPE 9'SERIES JALIGN SOLID JOIST _EL.BCL C-1-SOLIp JOIST U14LL t� G� 4 EN.FAR 9/SD4 _I TYP. N TYPE S2E-DEPM BM MAN TYPE SIZE-OEPM(IN) z A 1 JI 11 12.11-7,3,514 TJI 210 LIVING �� J - L i I x 210 16 2 16 8'-0"CLG T LA U xIU �� II�\1` LP 32W fN2,11-718,814 32W SD2 B'_0• LG ml ® n BCI mw 14 8500 18 I VJ Fp. „� �2 6500 18 1 5D4 ,Sr 3 ail - 40 14 O P 1 li I,�? &G,H 3CL u , 40 4 S0 16 5 SD2 8'-0'CLG n i A - L do .. Ws"xl4"FL.SCL A 60 16 80 16 V O 4x6 II' 1 IJOIST68PC-0WED AS TYPE'C'SERIES WOISTS SPECIFIED AS TYPE 9'SERIESLO J S02 1 pli 3 I'ilr MAN TYPE S2E-DEPTH( MAN TYPE SIZE-DEPTH(IN) 3 - � ALL �YALL-REFIT12 ENTRY J - W X Q f PORCH i� -O"CLG 61D IJ 70 14 1a816 , `� L 90 B �3 8'-0'CLG _ 3 I 'b� Y 85 18 BO 14618 8D3 D4 x BD 1/,18 ALIGN TRUSS 4 EX .' Ll hIDETICED NUMBER6MANUFACTURERS (_y�7/�, V` DRAG•1mm0• ------- O �i I LP:ESR-1130 LP• LOUISNNA PACIRC _V \ z - 6 B'4"x Ib"DROP SCL(9) BCI:ESR-1336 BCI=BOISE CASCADE �1 � _J_�_—_-- - _ A01:ESR-1262 ADI=ANIHONY POWER JOISTS I 1 1 RFPI:ESR-1211 REM•ROSEBURG CREST - 2 OJ:E S E -1 035 W=GEED GLAAPAACCIRC U BD3 GP.ESR-1225 •TAR �"mp 31h"x 14"FL.8CL(V -----..—_—_-- __----------- FRAMING NOTES J GARAGE No: Revision: Date: 2 1. REFER TO STRUCTURAL GENERAL NOTE SHEET AND DETAILS y� 8'-O'CLG SD9 FOR INFORMATION NOT SHOWN ON THE MAIN FRAMING PLANS. .(p 2. REFER TO MAIN FRAMING PLAN FOR ALL INFORMATION NOT I BDT' D7)T 8/08 SHOWN ON THE ALTERNATE ELEVATIONS AND OPTIONS. a� S. 3. TOP PLATE SPLICES SHALL BE PROVIDED PER DETAIL SHEET Y AT 36"o/e SO AT ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS. 4. REFER TO DETAIL 1 THROUGH 3 ON SHEET SD2 FOR SHEAR WALL,ROOF I AND FLOOR SHEATHING REQUIREMENTS. i B'Qp'4 8D3 5. REFER TO NON-BEARING HEADER SCHEDULE ON SHEET SD2 m F RHEADEPRSI 6 AT ALL LOCATIONS NOT SHOWN ON THEING 1 9D3 Ayb V} SHEARWALL SCHEDULE 4x6 - 4x12(IU DRAG•1000' -"''� IWaoaalmgx = ruI M = sinAa aPn "R.00R i `�- I � 8 as NV0G4,HCl"R1LPa8 tl rat trx 0 ATA.DI-YOFItl• 103 2ui a,� SBwGGGENCNRLLPANG M .� ,rx a WAowsoP,e4. PLAN 3113 AT 36"o/c 3-6. MIpW"GP,IQ• 9D3 WI INSIDE WI S 3 A ae'wood enwc,u"uaaxEl u aat ,zw a ATrae BALL a a, FLOOR OUTSIDE CONT.woo TO TOP PLATE 4 8D2 2 3F Aa w000 BlN%AN4LLPANEL ea raA ,zw x ,ue�nvs WALL ALIGN T iUSS,EN. A FRAMING PLAN DRAG.3135- 1 C ,a slaAroluR•i� ,m roe ,rm S Pjg p AT INSIDE ELEV.A een ro mw,�rav ruam.Wlxw Nor ma4oln ROOF&FLOOR SHEATHING SCHEDULE DATE: 07/18/08 3113 — ELEVATION A AAaMN P"�° "p" � "WQ SPACING 312E NAWq HaUHO NaL►IG ROO FLOOR FRAMING PLAN .W µY F,Ct 24'a.". 13,RI rIp eae sae lzae JOB NO.: 08-1107 R.00N 2SOr YIGOO 91@1CRxV1 PATIH. 1oa sak sae la ae 1Caa T6G 9HFATHNG,%GELS scALE:1/4=ro° SCALE: 1/4"=1'-0" 1RG0R z MSCHIATI PANFL. ,aa sak aoe 1w at FLOOR 2WWVOOSTMCTMVLPANEL 1� gpe sy" laae SHEET# N ae. Top SHEATHING,N 4IVJ4 NNL Xx3MF1GTgN: VIAL NAL SIZE The"pe" EZCWE _4 80Ca"m"" 2-1?x.1", BhN I 10tl DIETAIUS 2S,S x.11C LYaro T REFFA TO OEYNLS 2 8 3SD2IOfl rraRMAT XIN NOT PRow oFD Z � O Z Ai Z C tJ^ _ ~ W t/l � LAU 8'-0'cLG u iii LIVING r �r- -0 ---� Aw b' mono B' 'CL CLG li , iii z I n BATH 3 -- [_����4����� 8'-0'CLG •Ili SD3 byj I ' I I vi ENTRY CH e'-a'cLG a'-0-CLG `� Qp.OF E55 8D2 _In GONT.4x6 ' I__ ____ GARAGE ,Fxp. 10 s� �P ALIGN SOLID � 8'-O_CLG _—_____—_—_ 7rF V�6\pOT JOIST•EN. --i4w - ---- &IRIER TRUSS U U Z w Q � frz l Z � m Q U)j O AT 56'o/c U J U 3113 - ELEVATION B w ' FLOOR FRAMING PLAN Q Y U SCALE 1A 1'.0 ---___ - __ z FOR INFORMATION NOT SHOWN REFER TO MAIN A ELEVATION FRAMING PLAN. UA, I v/ O P�, Ir It O r_- N 2 Lau II. �, l�J I U 8'-(Y CLG IIA A Y u e GCLG � ® I I �N v LIVING �__—_n r"i i vn'� � /A LIVING r-----x AAlll \g\ 8'-0'CLG BATH 3 8'-O'CLG All B-0'CLG A1ll1il1i i W BATM3 --- ,W I D3 I ENTRY ry4�i, A i A PORCH 8'-0"CLG I U PORCH VB�:O�'--C—LG 8'-O"CLGS-0' BDY No: Revision: Date: 4x6 GARAGEBDC 07/18/08 GARAGEIGN SOLID � - ___________� 8'-0_CLG ___________ Iu I T -IOI9T12N. -- JOIST 4 E.N. L i —_ OMIT IF TOPPLATE GONT. — _ ------ PLAN 3113 I �a FLOOR FRAMING PLAN O ELEV.B,C,D DATE: 07/18/08 5� AT S6"o/c JOB NO.: -1107 SCALE: 1/4"=1'-0" SHEET# 3113 - ELEVATION C 3113 - ELEVATION D FLOOR FRAMING PLAN FLOOR FRAMING PLAN S6_5 SCALE:1/4'=1'-0' FOR INFORMATION NOT SHOWN SCALE;1/4'=1'-0 FOR INFORMATION NOT SHOWN REFER TO MAIN A ELEVATION REFER TO MAIN A ELEVATION FRAMING PLAN. FRAMING PLAN. ~ � U O Z � Z ¢ C7 Ilb 1 rm3�7t al, \ nl, T. m� I I � I I =2 I wlA1 I I I II OPT.GARAGE b e?3 ROPES -II 8'-0"CLG I li Enp a 068 m OPT.GARAGE s c 8'-0'CLG 'ter c R II F Lx0" I I I DROP BM I III I -------------------- FL.BM � Ir BD9 J I U U ---- ---4XIm(12) W Q 3 O cc z 9D3 O O z z o �W < � U U w 3-CAR GARAGE OPTION 3-CAR GARAGE OPTION Q W 3113 - ELEVATION C 3113 - ELEVATION A Y FLOOR FRAMING PLAN FLOOR FRAMING PLAN Z W z SCALE:114"=1'-0" FOR INFORMATION NOT SHOWN SCALE:1/4"=1'-0" FOR INFORMATION NOT SHOWN REFER TO MAIN A ELEVATION REFER TO MAIN A ELEVATION ^ f^ FRAMING PLAN. FRAMING PLAN. /v/ U, O � L LO O r--- r---� \ l 7 Q X Ili h IIH1 111 111 ,1 1 111, T. 111, dS Q z I I U- fr w ' I I- U I I I I I No: Revision: Date: I I BDC 07/18/08 OPT.GARAGE OPT.GARAGE 1 j 8'-0"CLG I I I I I I I I I I I I PLAN 3113 LLJ 3-CAR GARAGE OPT. FLOOR FRAMING PLAN ELEV.A-D DATE: 07/18/08 JOB NO.: 08-1107 3-CAR GArAGE OPTION 3-CAR GARAGE OPTION SCALE: 1/4"- 1 3113 - ELEVATION D 3113 - ELEVATION B SHEET# FLOOR FRAMING PLAN FLOOR FRAMING PLAN SCALE.1/4'=1'-0" SCALE:1!4"-V-0" _-_-_.- �6 6 FOR INFORMATION NOT SHOWN FOR INFORMATION NOT SHOWN REFER TO MAIN A ELEVATION REFER TO MAIN A ELEVATION FRAMING PLAN. FRAMING PLAN. FRAMING LEGEND&SYMBOLS s INDICATES SPAN AND DIRECTION OF TRUSSES AT 24'O.C.BY OTHERS C = x ' INDICATESSPANAND DIRECTIONOF ROOF RAFTERS PER PLANS E— NDICATES SPAN AND DIRECTION OF JOISTS PER PLANS INDICATE SPAN PLANS OF - DECK JOISTSPER PLAR NS p OUTSIDE WALL ` INDICATES SPAN AND DIRECTION OF 2 W� � J CENNO JOISTS PER PLANS yD4 6p1INDICATES BEAM CALCULATION NUMBER _ a INDICATES SHEAR WALL TYPE&LENGTH. B,m, REFER TO DETAIL 1/&D2 FOR SHEAR WALL INFO. AT X'O/G INDICATES DETAIL NUMBER AND SHEET NUMBER. r-----� -- X TEXT ABOVE CALL OUT SPECRES RENSED ._..-_. ._.....-...._...._.__ 4xS 4xi _ _ 4aB/V _ 4xB_ __. _.. ..._._._ XX HARDYVMESPACINO OR TYPE. STRUCTURAL COMPOSITE LUMBER"SCL. I ..•, I z A 5B pRE9� ALL STRUCTURAL COMPOSITE LUMBER SHALL BE ICC APPROVED. __� 11 • l 2. THE FOLLOWING TYPES OF STRUCTURAL COMPOSITE LUMBER MAY BE USED FOR �h P•11 OTy Fi l ------ BD3 5B THE DESIONATED BEAM WIDTHS WITH THE DSTED MINIMUM DESIGN VALUES: ,a � BD4 BEAM WIDTHS GREATER THAN 3.6`. ' ♦ P -- MINIMUM DESIGN VAWES: 'SCU TYPE: Po(Re6 I WIPED EIpWx 10^6) �lE FCAl, 8'-0°CLG 6D4 7#t I W.I.C. PARALLEL STRAND LUMBER(PSL) e'-0"CLG 'PARALAM' 2(XIO 285 UMBER(LVU 2.0 LAMINATED VENEER L BAICROLIAM TT'P. M.BATH '0 M.BATH 4 � 8'-0'CLG M.BDRM CLG M.BDRM A BEAM WIDTHS LESS THAN OR EQUAL To 3.5': 8'-0'CLG 8'-('CLG SW TYPE: MINIMUM DESIGN VALUES: U U ® ® 2 8DS PARALLEL STRAND LUMBER(PSL) Po 0xB1 Fv(pWl E(ptl x 10^BI PARALLAW --- � LAMINATED VENEER LUMBER(LVIa 2326 285 1b6 W ------- 'MICROL1ANf LAMINATED STRAND LUMBER(LSL) _____ L �J k=_____' =__-_-_ A TMBERSTRANO' 0 ___-._-__.__..__................._-___.._ 10 _..____.__._..-_......�.____......_-...._.._...___.__...._ ya 3. ALL RIM BOARDS BE 1AW ICCRIM APPROVED MATERMLWTTIIA I1••-- LU MINIMUM LATERAL LOAD TRANSFER CAPACITY OF 215 PLF. O O ITb. GLUE-LAMINATED LUMBER"GI-B": z z CE �__.•__. J y L 2 j 8D3 �s= __ __� SD3 Q IR•••=__= W TMP. a�a 2.GLU-UM BEAMS SHA1. REFER TO GENERAL LL BETE SHEET S41 FOR ADDITIONAL DOLIGUS FIR LARCH AND COONFORM TO THE EMENIS. /n O I BDRM4 B03 ��_____= BDRM4 O FOLLOWING GRADES: `/J BONUS RM. �L=-= 8'-0'CLG �pL 8'-0"CLG &. BEAM CONDITION: GRADE: �•J 8'-0°CLG II... S I-••• I x W W BONUS RM. 9999I111 d R SIMPLY SUPPORTED 24F-V4 I' ' m CAMILEVERED zaF-ve � B'-0'GLG CONTINUOUS OVER SU 24F V8 W II" HALL 2 3_ 2 66 k HAL 2 n H'°CLG a_° `G 4 FLOOR JOIST SPECIFICATION Y U ------- BD2 IOISTS SPECIFIED AS TYPE'M SERIE W I PEi,.IFIEDA TYPES' ERIE z MANI TYPE I SIZE-DEPTH ON) MANI TYPE I SIZE-DEPTH(IN JI 2100 1 32W 0 8-1 ,11-7 ,&14 JI 2 18 ' J j�� I S 6D3 '� ��- II .J II� LP 0 �1Q,11-7R,&14 ZOW 9-12,11-715'&14 W 32W Bcl - cd II 5A Y .� 07 I 85�00 16 1 ,,G, ' 6D4 �T '" _ ALL 6EARMC. I'II Ip I 40 14 _ (n W vvvvvvv v vvvvv vvvvvvv vvvv---vvvvvvvv TWAT- j 1. i i 40 50 18 O v v v vv v FA ,Vx.•'� ION GIRDER 4 85 18 65 18 - - DRAG•511�' 80 18 t!a 18 w IlOISTSSPECIHEUASTYE'C SERIES W P GIFTED RIE 'n O MAN TYPE SIZE N MAN TYPE SIZE-DEPTH(IN) r' j GI R TRUSS R C B I b 4 II-&. I 30 TJI d 4 18 N C BD3 8D 8D3 y 7''I',10G. �t 90 78 90 14&18 ) W > ,•, > BI3 < �3 BDRM2 1e w 14&18 BDRM 2 60 14 113 _ e'-0"CLG C 8'-0"CLG I-JOIST IOC NUMBERS �/ e'-o"CLG C MANUFA 7& > W.I < W.LC. h BDRM 3 TJI:ESR•1163 = 06 G\I C 8'-0"CLG LP BCI;ESR-1130 LP= LOUISIANA PACIFIC e CLG 8` < -0'CLG SD9 BOISE CASCADE ADI:ESR-1262 AD!331 DO=ANTHONY POWER JOISTSI ' C RPR ESR-1251 RFPI•ROSEBURG FOREST E..� W OJ:ESR-1035 GP=GEORGIA PACIFIC 'f"x• GIRDER TFd1SS w!EX < _I* _ ALKeN TR IAS 4 EN. OP:E8R-1226 WI• OEOROIA PACIFIC -.. DRAG.ImOm• DRAG•III U --__ `< ---------- - — FRAMING NOTES No: Revision: Date: I 7 1. FORREF I FORMATION RALNOT GENERSHOWN ON SHEEMAIN FRND AMING PLLS ANS. ) S'-&' BIOS 3'-&' S C 4'•®' BDS 3'•®" FOR INFORMATION NOT SHOWN ON THE MAIN FFNMING PLANE. L047 W42 C W'4N �I� BDC 07/18/08 8D3 ( 2. REFER TO MAIN FRAMING PLAN FOR ALL INFORMATION NOT C 8D3 D3 SHOWN ON THE ALTERNATE ELEVATIONS AND OPTIONS. b �2 ( b B A 3 TOP TE SPUCES SHALL BE PROVIDED PER DETAIL SHEET SD2 AT ALL EXTERIOR WALLS AND IBRERIOR SHEAR WAILS. ---- ........................J.i,.�..............................wi.i.-------.�--- ..--- i 4. ANDIFLODETAATHING THROUGH 802 FOR SHEAR WALL.ROOF 4 LOW LEDGER 8 REFER TO BREATHING UGH 3ON SHEET TO RIM D3 6. REFER TO NON-BEARING HEADER SCHEDULE ON SHEET SD2 FOR HEADER SIZES ATALL LOCATIONS NOT SHOWN ON THE FRAM 4 PLAN. SHEARWALL SCHEDULE 41pMW ���� NIJL ®BE RBO fWxNMW NfEPN112NGA 1'rIF BpE NNUNO NAB" BAIL 4RDflO0fl ePH 4 ,pWGGPB111BCxAWLP,Be3 .•� ,:� B�,tl. PLAN 3113 G p XN'00"SIBYCTIIYL PMFL BO abk ,:W 8, (1��BO'MfK,BA 2 p uWOODHGxICIWLPANEL ae aw tae" 7• [OB"""W®;'ep ROOF a 4rNaiMw.l 0 I,GWa1A•xs,u FRAMING PLAN ' WGOG4NDMYLPANFL oe rW r� SmenBmEwt ELEV.A&B RA RpHi ro OEfNI 1,B@ PoB NBxrMTxN BOT RX NL® 3113 - ELEVATION B 3113 - ELEVATION A ROOF&FLOOR SHEATHING SCHEDULE ROOF FRAMING PLAN ROOF FRAMING PLAN DATE: 07/18/OS '' PANS.OEfiCiBPTION NAIL EDGE BOUNDARY RELO SPACING Blff NAILING NVDNG NAILING SCALE:114"=1'-0' FOR INFORMATION NOT SHOWN SCALE 1 A -1'-()' w p"t pot Ir t REFER TO MAINAELEVATON 2"4"Oo.o. 1 PANEL n 24O�""N JOB NO.: 08-1107 FRAMING PLAN. RDpi 23B2'MW 6IRUCNML PANEL, 1fW pot pak tp at tpac. 740 SHEATIM14 RI G20e RWR 2302VAOOSTRUCIUMLPANEL, SCALE: 1/4"=1 ING, 1B.ff o.e, T&G SHE RI TW pot eft/020 1 p e I&M FLOOR 2SG2W000STRUOTUML PANEL, 10tl pak pob 1p of SHEET# 24'o.c, T&G WEATHNG,RI e*4 NPIL IOENOFICA1xIN: NAIL NNL812E ThNSPeo QCOOE /'� �\ ��JJJ Btl Gorman &1?x.131• Blue I S(w—7 tO4 Gorman 2Spx.14p Lxne T V REFER TO DEALS 2&31802 FOR INFORMATION NOT RIOVD® o x o x � x Ix co g fA �YY w�w1� C LL �i A� 1, llo�J I � I" W=111117 ., I * P cc A ------------ �Tf OF L Al1(p� W.I.C. W.I.C. 8'-0"CL B'-0'CLG U U M.BDRM Z B'-D^c1.c M.BDRM `/' ® R ® ® 8'.0'CLQ O w - o boo -- Z/ z_ Er r--- -n r----� CI Fn O LL I I w 3 I BDRM 4 I BDRM 4 B NUS RM. B'-a'CLG ,�I(I` 8'-O'CLG GI w 8'0"CLG \\ BONUS FMA. II - B'-0'OLQ II Q z HALL 2 i sd CLG J r B'-0"CLG II II w II I I I jl -vv vvvv v vvvvvv vvvv v vvvvv vvvvvvvv vvvvvYvv vvvvvvvvll.. � v� II II I \vvv vv (I) ( --- l ` Q 04 LID 0 � GI R TRL88 � L r_ s 9oIDs co Q z BDRM 2 BDRM 2 �w\ DRM 3-, W.I.C. BDRM 3 VE [',0*CLQ s ) GIRDER TIe1a8 W EN. < ----- No: Revision: Date: ":.:---.-_- DRAG.1000• c C_ I ( � b b ) W41 Wl7 8D9 Wt7 7 f BA < BA > b BD2 It BD2 --- -------- PLAN 3113 ROOF FRAMING PLAN ELEV.C&D 3113 - ELEVATION D 3113 - ELEVATION C ROOF FRAMING PLAN ROOF FRAMING PLAN DATE: 07/18/08 SCALE'.114-1'-0" FOR INFORMATION NOT SHOWN SCALE 1/4'-1'-0" REFER TO MAIN A ELEVATION JOB NO.: 08-1107 FRAMING PLAN. SCALE: 1/4"= 1'-0" SHEET# S6-8 ASS HD AB BGH N_EMBED RETROFIT HOLDOWN BOLT SCHEDULE FOR EXPANSIVE 4 NON-EXPANSIVE SOLD x IONS EMBEDMENT MEASURED ED Hm! SOT524 !0-B/B" HOLDOWN AD.CIA EMBEDMENT RAISED QI®RESF'X'BAR ¢ r "' FROM TOP OF BLAB. HDQB 88T834 1B-TM" Hm7 s/B" 10" 4' NORIL BAR VERT.BAR 'v2W L4711(0120) 4LDW C/O<VIM) BTHDN STRAP SHOULD j HHDOII 8BI"x 30" %° HDOB 1/8' B" LABEL x 4r cv NNDQI4 8BI"x 30" 36" NWPQI 1. IS" 2x P.T.PLATE UV POWERS 8'-tl" WA W NOi DE USED AT THE /A' NHDQI4 GALL OFFICE FASTENER 300"HEAD DRIVE tl'-!4' (1)•4 OL. I-STORY 1-STORY I-BigRT 1-STORY z y z COIBJER OF THE BLAB cS�\................... INSTALL NARDx1ARE PER — "-' RF� �MOI RP OF SLAB COLD EMBEDMENT AT U POUR COND.all MANJFAGTA¢ER 9PEGIFIGATION9 5� [CC FROM EA 330 OF ¢L 79304 x'•%' V AT D'OL MAT B'OL O 2. ®. " 51 •A�', REFER TO MANLFACTURER'8 _ POST ------------------------_�__---- WOLDOW USE OF TH18 ANCHORAGE MET O L____________________ R�CYII'EB SPECIAL INSPECTION o BASE P�PLAf!AND CCLUMN FOR" PNNW-1191MF'60N BTRCHYa TIE TYPICAL CONDITION: DG11 HILTI PIN (U-4 BAR (!)•4 BAR (L-4 BAR (1)-•4 BAR ___------------------- ° X.BED SIRS I�RF ANOR 5 BOLTS FEE DETAIL T 0 TOP 4 BTM TOP 4 arl TOP 4 BTM TOP 4 BTM � NC.DOU)•I PER PLAN -------- ---------------------- 4 IPoST 4 X. BAR FEE tABLE 7x of 9x PRESSURE TREATED r' O- FINISH SLAB JO OE 4"BLAB W)b-b/I0-10 WLM 4'BLAB W/9 AT IB"OLELL REBAR PER I CUNDATION INTERIOR CONDITION : FINISH GRADE h R b MIL M018IDRE OVER 6 MIL M01811A7E PLAN '•' 't _ - PTIRT OB GONE P RW L OP 9 4? B'MIN O B'4' IE R BARRIER �I i r '. rr r r • „ EACH NAY,UN.O. DE7 1p� ,OF CNVIBE TFUYI FOUNDATION A IINFOR 19 PER CBC E 18 r I I I 36"MAX 'EXPANSION CATEGORY L I MOP DEPTH TO " •4 BAR AT 12'a/c _ FINISH GRADE 'THE CGNVENTIOEGYCLSIFTCLASSIFICATION 115 PER ABOVE 19 FOR LO78 WITH x.P05T SEE PLANS MATCH BOTTOM E _. �B�,G __ EXPANSIONTHAN 51 AND A TOTAL EXPECTED SOIL SETTLEMENT I'68TB'BOLT HOLDOWN PER PLANS FOOTING - I ®DEPTH "IN b FT. I (MIN.12"),U.N.C.I INSTALL PER DEEPEN FOOT a MINIMUM - ,.T WIFN EI>70. ILDD.'ER-4935 AS NEEDED,3"MN 24"SQUARE p .:. i7PIGAL CONDI7IQV, T-OFE 5/p _- 9 DOWELS AT B'0/C f • I REETROFIi BTHDN Ai!-PAIR OR'8B'BOLT CLEAR COVER WITH NTR! U.N.O. a• r F D 9 DOUSES AT IB'0/L :PER ABOVE COMPACTED FILL AT MCN(1-FOUR STWD14 CONDITION I BOLL fa14DInOV O PER SOILS ENGINE. G B' T I-STORY /10 �• I e Y'MINIMUM 6'AT 2-STORY �U' ANCHOR BOLA TREAITED HOEDOWN ANCHOR BOLTS ISOLATED POST FOOTING INTERIOR NON-BEARING 8 NON-SHEAR 6 --- ---��vlvn FO mATINT 2 POUR—\ PLATE PEEISD� 14 DETAIL SHALL BE ALL THREAD HOLDOWN NALL ANCHORAGE SEALS,N.T.S. TYPII4.DWG UBEP GLOBE H.eN b' ROD GET WIN SNPSON SCALE,N.T.S. TITIOSDWG SCALE,N.T.S. TYPIObDWG ^`I 70 END CFrfOINDATICN '6ET•XP"EPDXY.SEE TABLE REFER TO DETAIL I/6DI TENSION FOR IJ 4 B"TO END ABOVE FOR DIAMETER FOR INFORMATION NOT 9NOVN. E LAP SPLICES IN MASONRY OF ATION AT 4 EMBED REQUIREITENTS. - Q F SHALL BE STAGGERED CONIC.MABRY. II HOLDOWN. PER ICC•E8 AC30B EXTERIOR INTERIOR BEARING, GRADE !4 BAR DIAMETERS REBAR "L" "L" r 4 INTERIOR SHEAR WALLA WIBI EII>70. Q •' 9 24" 24• 0 F --:.,_III �1— SI DNELB AT B"OIC At!-POUR — 4 24" 24• ' EXTERIOR CONDITION - PacuR•� U U i ANCHOR BOLT DIAMETER 5/B"CIA D STIRRUPS 1 TIES b 46" 90" BOLT LENGTH W 1x btu 0 Ng Wyuy PER COMPACTED FILL B�IM1�H tl TI 69, 35' STUD WALL w/ AT MONOPOUR W/3x GILL 11" _ _ b 1D" 40' ALIGNED POST NOOKS/BENDS � PER PLANS BOLT LENGTH W/1x BILL 14" h b'AT I-STORY (2 in"MIN) EXTERIOR CURB CONDITION CMMlt PAD BELOW AT DUALPOUR W 9z BILL N" REFEE TO TYPICAL CONDITION 6'AT 2-STORY D D COLD JOINT POST ABOVE' FOR INFORMATION NOT SHOWN. AT ALT.TGE O If z AS OCCURS ANCHOR BOLT BPACMG, 6PER C. lANo i D•6d FOR 3•'B ' O O D•ad FOR 9- P08h BEE F'LANB _- R38RINC CONDITION, vE D.ad FOR 5 -'11 7 56 I.ALL ANCHOR BOLiB SHALL ACHEIVE 1'EMBEDMENT INTO CONCRETE. ....� n. r HOEDOWN PER PLAIB .I� ::. z L.L v �'HIoaK ISO'U2Z PER TABLE 19-0,OW EMBEDMENT SHALL BE FROM TOP OF SLAB AT MT CURBAU CONDITION OR BELOW COLD JOINT A7 DUAL POUR FC URBAUN L.CURBAUALL CONDITIOI, - 'I r EMBEDMENT 6NN-L BE FROM TOP OF CURBNWLL. FOOTING BEYOND A8• (I I_I I FURRINIG,NON- O OCCURS PER PLANS, DEPTH PER 1' 6QUARE x 02219�THIC WASHER ATE M PLACE WITH A PROPERLY • Q y SEARING WALL BEARING HALL 40 kel'3/4 RETROFIT BTNDI4 O : PLANE,D" IN - �O\ NON-TYPICAL L___ U SPLICES 4 SPACING ,Ty.b01, 11 4 Larger WITH NiTl7 ALL THREAD HOLDOUN 3.MINIMUM(!)ANCHOR BOLTS PER PIECE OF SILL PLATE.T E ANON OR BOLTS P� EXTEND FOOTING 4 SLAB TO REFER TO TYPICAL CONDITION U ROD HR WITH OLD0WN SHALL BE LOCATED WITNM 1'MINOR 12"MAX FROM THE END OF ANY BILL TYPICAL EDGE OF EXTERIOR FURRING. FOR INFORMATION NOT SHOYN. 1 1 1 Ur d OR I"MIN. r4 • ROD SET WITH SI BEE TABLE PLATE BREAK CONDITION w 3•TYP. 4.BOLT SHALL MAINTAIN 1.3/4'EDGE OF CONCRETE DISTANCE/I"EDGE OF r ABOVE FOR DIAMETER 4 AT B"O/C EACH WAY BILL PLATE DISTANCE. DETAIL 5HAL r BE q' 4 EMBED REQUIREMENTS. UND.PER PLANS w USED CLO HAI b' 'ER ICC-ES AC300 70 END DF FOIAJDATION WIDTH PER t U .L. FOR N 1 4 B"f0 END PLANE OF FX9NDATION At ,° .III "'i L �" z OII HOLDOWL n _ REINFORCIN5 BAR DETAIL �j ANCHOR BOLT SPEGIFIGATIONS 1 EXTERIOR GARAGE FOOTING ] - 9CALM N.T.S. TYPIIS.DWG 1 3/4"MIN -- SCALE:N.T.S. TYPIOTDWIG SCALE:N.T.S. TYPI0I-105DWG ---------------------------------------- I INTERIOR CONDITION j A EXTEND FOOTING 4 SLAB TO r n V) PARALLEL TO FOOTINC75: -------------------------------------- ------ 7RENC11 E%CAVATTON-BAOK REFER 70 DETAIL I/5D1 ®GE OF EXTERIOR FURRING. FILL PER SOILS REPORT OR FOR INFORMATION NOT SHOWN. w ro 40%DB aIx INTERIOR CONDITION DETAIL SHALL TNOTHAN BE USED CLOSER THAN 7 O EXTERIOR CONDITION to END OF TDlrman4xl STUD WALL w/ FOP-Sur caNDrcICN: ALIGNED POST OR At OR 5 BOLTS PER DETAIL 1 O r rr ISOLATED POST TO BE USED Ai INTERIOR 1/1 r FOOTSY•ONLY. 2%OR 5X PRESSURE TREATED L1 PER PLANS FOOTING BEYOND AS PLATE PER 1/502 N 2 �OST:SEE PLANS OCCURS PER PLANS, COLD JOINT NON-TYPICAL FOR REMIAINDER OF OOLD JOINT•2 POUR FALL POP-OUT,NON, •. r r HOLDOIW PER PLANS AS OCCURS BFOIB'IATI(1N NOT b1011N ALT,5/B"DIA'A307'ALL FOUNDATIONA I/2'FIBERBOARD BEARING WALL I 10'-0` REFER TO DETAIL B/BDL THREAD SIMPBCN'6Ei-XP' E%PMLSI-JOINT Q NO TRDIOHES SOW EPDXY ANCHOR W/1"MIN MATERIAL BY OTTERS MINIMUM TNCiE LINg9 RETROFIT GTHDI4 — EXIBrING EMBED PAST COLD JOINT FOR I TN`ORMA�NOT SHOW I' DRDP. WITH Hiil1 O\ _ INSTALL PER ICC-EB AG30B E _X _ 9 DN l m AT B'OIC ALL THREAD HOLDOIW !r .i T8 W$I EI>!0 B -1 PERFENDIGULAR TO FOOTIN65: . ROD BET WITH SIMPSON F W 2 'i "BET-XP'EPDXY.SEE TABLE DEPTH PER 'I' - CM12R PAD BELOW I ° a .. L ABOVE FOR DIAMETER PLANS. POST ABOVE III D FINISH GRADE 06 H 1 4 EMBED RE C%IREMEN78. II MIN. 11. I I I....- PIPE SLEEVE,2"LARGER THAN DETAIL SHALL BE PER ICC-EB AC308 3"TTP. FNTINB B - - I.. .. _I I e PIPE PASSING THRU FOOTING STEM. USED Cl_t;I Wt 6• —4 AT B'O/C EACH WAY �M -_I( - ypgIELB AT B"O/C A7!•POlU °° U -- MAX DIA•II MIN 5PC49•'.A TO END ClPOWDATION UNA.PER PLANS •c � FOR NTJ41 4 B'i0 END ACT®FILL ADOIELS•POUR,OC NO PIPE TO PASS 71RRU OF FOCIDA710N AT W, ' WIDTH PER • A p' I— I EXTEND FOOTING 4 SLAB TO 16 THIS PORTION OF FOOnNs QII HOLooWN - PLANS COLD JOINT PER SOIL5 ENSIN MR. LJ"r— ESE OF EXTERIOR F WWN5. v, COMPACTED FILL MFD BNB No: Revision: Date: /I� BDC 07/18/08 TRENCH DETAIL HOEDOWN REPAIR PAD POOTINO EXTERIOR FOOTING EXTERIOR FOOTING 6 SCALE,I",r-O" 2 SCALE,r".1'-0" O GARAGE SLAB SCALE,N.T.S. TYPI16DWG TYPII2DW6 7YPIIODWG SCALE.N.T.S. TYPIOI-IO5.DlN6 SCALE,N.T.S. 7YPI01-IOS.DW6 DETAIL 514ALL NOT BE CLOSERND REFER TO DETAIL To END or FOUNDATION FOR INFORMATION 1N5ODT I .ANOWN. REFER 7O DETAIL IFOI FOR RET4AINDSR OF FOR INFORMATION NOT SFGYN. INFORMATION NOT SHOWN ALT:5/8•DIA'A30T'ALL CURB BEYOND REFER TO DETAIL I THREAD SIMP80N'SET-XP' EPDXY ANCHOR W/1"MIN. I/Y EXPANSION AS GWO RESF. o{ USE OF THIS ANCHORAGE EMBED PART COLD JOINT MATERIAL BY 07NEW O ANCHOR BOLTS PER DETAIL 7 DRIVISI BY 2)(OR 5X PRE"1.iRE 1REATED A8 BNOIW ME1NpD REd11RE5 A INSTALL PER IOC-E8 AC30BCOLD ANCHOR BOLTS PBi DETAIL T -. FINISH GRADE = 2X OR 9%PRES°iAQ TREAT® "or, UI SPEGTION OP EACH AB.7O BE REPAIRED I 2 POUR .._III — $ ___ PLATE PER V3DZ SPEANCHOR INSTALLATION. SHALL BE REPLACED BY On8ie5JDI Z PQXi PLATE PER I/5D2 _ - 3- APED III j STRUCTURAL �F EXISTING FE7RCFITS.MIN 3"SPACING I I _�j AND FOOTING BETWEEN DRILLED HOLES, E THE 2:1 AS.REPLACEMENT FOUNDATION DETAILS FINISH SLAB 18 ONLY REQUIRED AT WEN ER>)0. E . uA ' II I N I ' PER ARLU4f. RETE PEDESTAL AND -. ,. P 9 DOUSES AT B"0�, U. F-i i...... ° .I FINISH GRADE I N I THIS EXTERIOR CONDITION. ten. N FINISH GRADE ai:•ppUR CENT.TOONNi + a" PAD TO BE ONE POUR D A M ONION O-DOISMSPAR'oA: - -.. FEIF.FER SECTION �7_ IIII III_.. TTP• DEPTH TO •4 BAR AT 12 0% COMPACTED FILL NG �tl DATE: 07/18/08 caBTTauxlpNWort+T MArcN BOTTOMI ~�V EMERIOR CONDITION eD J— EKM NAY,U.N.O. PER SOILS ENGINEER.NOT RCIO WIOIN T D'GFIqNOT ALLR AD JITH FOOTINGPER SOILS ENG(MIN.12'9,U.ND. COLD J01J08 NO.: OS-1107 B'AT I-STORY9 DOlE18 AT B'O MININM4 I-5/4'MIN 6'AT Z9TORY 24'SQUARE A W4EN EI>70• U.N.O. AT TAOE U. Fmm SCALE: N.T.S. REFER TO MATZO ITION WDTN NNOT INFORMATION and SHEET# REPAR AT FOOTING INTERSECTION 15CLATEP COLUMN FOOTING ANCHOR BOLT REPAIR TYPICAL GARAGE GRADE BEAM INTERIOR BEARING OR TIE BEAM FOOTING '7 LEI 8 S SHEAR HALL FOOTING 2 SCALEF N.T.S. ,I"•I.-o. S D 1 SCALE,N.T.S. TYPIIADWG TYPIB.DW6 SCALE,N.T.S. 7'YPIIIDVIG TYPIOD.DW6 SCALE,N.T.S. TYPIOI-IOSDW6 SCALE:N.T.S. 7YPIOI-1o5.DWG 'LIP "L2' DROP BEAM SHEAR PANEL DFSGRIPTION NAIL EDGE FIELD FCUDATON ALLOW.PLF ANCFM BOLT ANCHOR BOLT ANCHOR BOLT INTERIOR SHEAR WALL .++ co `9 STRAP PROS NALLINl6 SCAB L HEN STH OF LENHGTH OF L� Ib" 16' TYP SIZE NAILING NAILING FILL PLATE (SEI"ND) DIAMETER LENGTH $PAGING FkJ.PLATE NAILING �_ ¢ c STRAP r0 STRAP 70 ORAEi SCAB TO SIDE OF RIM a REPAIR TO BE USED AT OVER NAILING OF SHEAR HALL TYPES 6 AND 4 TOP PLATE: 70P PUTS NHB�BLit (LBSJ 6 # I6d SHORT o OR AT MISSING 5x MEMBERS AT SHEAR WALL TYPES S,2,AND I. 1Y WITH 52'H/(2)ROS,OF T 9/D'WOOD STIYIGTNRAL PANEL Dd 6'a/c 12'o/c 260 5/D' PEi rSDI 4D'o/c A7 4•o/c j z d N G516 I-5/4"RIM WA 1705 Co (B)Ed, Ddb AT 4-I/D'0/0 MATES k 5/D'WOOD STRUCTURAL PANEL bd 4'o/c 12'o/c 2x so 5/6• PER VwI 40'o/c (2)ROM Ibd SHORT Z ¢ co (2)GN6 I-F/4'RIM 4'LONG W/(2)ROM12"WITH 52'N/(2)ROWS OF 3410 FOR BEAMS WITH DEPTH TERNATE STRAP 4 k# f2J p0AT y6' SHORT H Z n I N/2x4 SCAB OF 16d5 AT 6'o/c (B)M- 6db AT 4-1/D'0/C LOCATION LE55 THAN OR EGIUAL TO V, S/D'WOOD STRUCTURAL PANFUL ad 5'o/c 12'o/c 2x MO 5M' PEt 15DI 12'o/c EXISTIN5 EDGE NAILIN$ CMSTI4 5-1/2'MIN. WA 54',w/(M) 66•M/(2)ROY6 OF T512 PROVIDE(2)I6d NAILS MN. N'C516'STRAP WITH 3 NEW EPEE NEW EDGE O II IOdb AT}I/2'O/C ADD N I6d NAIL DN I (16)bd NAILS MINIMUM NAILING FER PLAN HAILING PER PLAN 45', 96>V(21 ROY6 OF 9235 1 2 , S/D'WOOD STRUCTURAL PAM bd 2'o/c 12'o/c 2x 6O0 5/D' PE21/5D1 10"o/c a CM5T2 }I/2'MIN. WA EACH SIDE FOR EVERY P EAGI SIDE OF BEAM k SC x SAT '05 ti n I iv IOdS IOd'a AT}I/2.O/C ADDITIONAL.2'OF DEPIII I EMEND STRAP Ib'PAST k SCREW A7 4'o/c 2-V16' }I/2' EACH SIDE OF BEAM 15/52'STRIGTURAI.I A'x 54/2'SDS SCREW REFER TO PLANS FOR 2x STUD EACH SIDE IOd 2'a/c 12'e/G Sx DTO 5/D' PER 1/BDI 16'o/c NO 57RAPPING PLliJl�AT NOTCNIN6 OR I k WOOD STRCTURN.PANEL AT S'o/c Al 2.PLATE EXISTNS 21 SIIlUS) DR.I.ING OF TOP PLATES AS SHOW`ABOVE POST OR MULTIPLE 2x WITH I6d NAILS 6 z d AT ADJOINNS PANEL EDGE I• I-1 STUD SIBS. D'a/c TO P05T SHEAR HALL NOTES: NAIL IDENTIFICATION: MEIN 2.STUD NEW N STUD ACCEPTABLE C$I6 OR STAB. FOR ALL NOTCHINS OR ORILLINS GREATER LOCATIONS,TYP.FOR A. WOOD STRUCTURAL PANELS SHALL MEET THE REG UIREMENT5 OF STRUCTURAL I OR SHEAR yIAU _ k' THAN ABOVE,PROVIDE C516 52'HANG x/ ALL STRAPPING NOTED AT BEAM CONDITION NAIL NAIL ROUND HOLES ONLY OX PSI t FS2.THESE VALUES ARE FOR PMV-46 FIR-LARD WITH STUD SPACING WVL �S NAIL 511E TRA09M EZ CODE SIC,NAILED TO NEYI (16)bd NAILS EAGIH 5IDE OF NOTCH OR IN DETAILS OR PLANS. EVERY OTHER SET OF HOLES. AT II OTHER LUMBER SPECIES MAY DIFFER IN SHEAR CAPACITIES. q� 511D5 VERI I Y PER TABLE DRILLED HIO.E UNO.ON MAND. G511ER GTRAP5 ON LMST2 1 14 HOLE ad Common 2,3,4,1 6 2H/2'x.ISI' BWe I 24 NOTCHEDAMLLED HOLE, C516 NAILING PATTERN] NAILING PATTEW B.ALL PANEL EDGES TO BE BAGGED NTH 2x OR WIDER FRAMING MEMBER.ALL TOP IOd Lamson I 2-I/B'x.146' PHNc V DO NOT STICK NAIL T84 TYPE L550,a ONLY R OUIR D AT EXTERIOR HALE, OR TOP MATE BREAK. FLI15X CAM PER 16, 16" PLATE NAILING TO BE INTO`UPPER"TOP PLATE ONLY. AND EXISTN6 STA9 L.PER CBG TABLE 2306.4.1 FOOTNOTE H,WERE PANELS ARE APPLIED 70 BOTH FADES Ibd Short I,2,3,4,!6 S-I/4'x.ISI' Black K AND INISIRIOR SHEAR NAL S. SCHEDULE OR PLAN TOP E.PROVIDE S'x 3'x 1/4'STEEL PLATE WASHER AT EACH ANCHM BOLT.PER GBC SECTION b 16'olc DOUBLE TOP PLATES 0516 STRAP OF WALL AND NAIL 5PACINS 15 LESS THAN b'a4.,PAN&JOISTS SHALL BE OFFSET 4 12'o% PLATE TO BEAM R''A ' TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL EE 3x OR WIDER AHD 29059.11,/JIGIOR BOLTS FOR SHEAR WALL TYPES 9 AND 2 WIVE EJ$R PROVIDE HARDY SADDLE 1624 AT NAILS 5TA66ERED ON EACH SIDE.PROVIDE Sz FLUNDATION SILL AT ALL DOUBLE DE516lED FOR 50%OF THEIR ALLOWABLE CAPACITY. 3 b'o/G G7MPLE1aY NOTCHED TOP MATES UN.O.ON PLANT LI" L2" TOP OF BEAM A7 I (I)'CSIb'STRAP WITH SIDED SHEAR WALL5. F.ALL ad AND II NAILS LISTED IN TABLE ABOVE ARE TO BE C0440K ALL NAILS FOR ROf E IO 2 6•010 T� FLOOR 1 66)bd NAILS MINIMUM SOLE MATI:NAILING ARE TO BE Ibd SHORT NAILS,}I/4'x LEI'DNA,(BL/'CR)OR LONGER D.FOR SHEAR WALL TYPE 1,PROVIDE A SINGLE 3.MINIMUM MEMBER FOR FOUDATION I EACH SIDE OF BEAM SILL PLATES.FOR SHEAR WALL TYPES 5,2,MID 1,PROVIDE MINIMUM 3x P05T OR NAILN6 AT JOINT AND SILL MAZE SHALL BE STA66ER®FOR SHEAR WALL TYPES 3,21 I. Wh'r T,s a`c I REFER-0 PLANS I EXTEND STRAP 16'PAST 5LOGKIN6 AT ADJOINING PANE.ED6E5 AND STAOSEi NAILS.PER Cecl TABLE a REEL TO GEC,TABLE 2506.4.1 FOR VALUES IN TABLE ABOVE. FEE NAIL PATTERN POST OR MLTPLE DH I EAOM SIDE OF BEAM 2506.4.1!SECTION 2505.5.11. STUDS: DETAIL ABOVE STUD SIffS. p. MO m 1 2z STUD EACH SIDE } SHEAR WALL ADJOINING PANEL Abe @•oG WITH I(.d NA1L5• r .r EXTERIOR/BEARIN6 WALLS INTERIOF2/NONBEARIN6 WALLS AT MIJLTIF'LE 5T105 SINGLE s1u05,DEL. 12•e/�TO'S SHEAR WALL SCHEDULE EDGE NAILING REPAIR. A(I SCALE.N.T.S. TYP215.DW6 2x4 5TUD5: 2x6 STUDS: 2x4 STUDS: 2X6 STUDS: sTws,OR Parr: OR STUDS. SCALE:N.T.F. SFJ:PLANS TYP201DYH6 MAXIMUM PAML DESORPTION HAIL EDGE BOUNDARY FIBD Top SPACING SIZE HAILING, NNLING NAILIM16+4 BEAM PER NG aro• sro• s/v sro• PLAN �H�EDIILLEE PLAN bd 6•o/c 6'o/c 12'o/c H IN ROOF 552'WOOD STGUGTIRAL FOR BE"WITH DEPTH 24'aa. PANEL,PH 24/O 25/52'WOOD STRUCTURAL PANEL, IOd 6'o/c 6'o/c 10101 s/e• s/6• s/e• sro• LET'THAN OR FIILAI.TO b', FLOOR TI6 SHEATHIN6,PII 32/I6 MI. M MI MI PROVIDE(21 I6d NAILS MIN 16"oc. U U '• •! ! •• ADD Nl6dMAILON PROVIDE SAOKERBLOGKIN6 NdEHMX ME MAX HUIE,HtAX Hu MAX AT I-JOISTS 1 2x STUD EACH SIDE . . II 23 2'WOOD STRUCTURAL PANEL, EACH SIDE FOR EVERY H SHEAR VLA1.L FLOOR IOd 6'a/c 6'o/c 10'o% ADDITIONAL 2'O`DEPTH TI6 SHEATHINI6,PII 40/20 L2" L2" I WITH Ibd NAILS• AS OCCURS 1 12,o/c TO POST FLOOR 2552"WOOD STRUCTURAL PAHEL, IOd 6"o% 6'o/c 10•o/c ''t a Hi 8 - RBT32 R PLANS FOR I 2V oc. T46 5HEATHHN6,PII 4D/24 O W DOUBLE 2x FRAMING AT BEARN6 WALL POST OR MULTIPLE 2x 1 OR STUDS. SIDE VIEW PLAN VIEW-CORNER OPENING,U.N.O. �`oclam STUD 51ZE5. I NAIL IDENTIFICATION. z Tro• I1/s• I-0/v 2-v6• NOTE:70P-PLAT!M15T 0516:92'LONS STRAP./(16) MAIL NAIL SIZE TrveSpec EZ CODE �- DOUB.E FLOOR JOIST OR BEAM: HnAX NOT BE OVBtLNR®. bd's EACH SIDE OF TOP PLATE/RIM O SEE PLAN BREAK.INSTALL GS*'.ON TOP OR 51 bd Lamson 2-5/0 z.ISI' Blue O 9ZE NAIL PATTERN LUS OR ITT HH6R TYP.U.N.O. C51b STRAP PLATE TO LI' L2" DETAIL ABOVE FLUSH BEAM P132 PLAN Ibd•16'o/c Bm71 O VPPER'TOP MATE ONLY,NOT I04 Lama^ 2-5/b'x.MD' Ume T Z z cr BEAM UNO.ON PLANS SPLICES TYPICAL AT 'LOWER'FRAMING MATE SHEATHING NOTLS, TOE NAIL BE, 7O T PLATES A ALL ROOF AND FLOOR SHEATHING TO BE EXPOSURE I OR EXTERIOR PER IF ALLOWABLE WIS ON STUDS ARE EIIC�®,PROVIDE DO NO NO(M OR DRILL MORE MATES WITH 15)I6d NAILS TABLE 2506.5.1.1/I6'SHEATHING 15 NOT STRfUGT II ALLY SIMP ON HSS 57W S 40M AT EACH NOTCH OR HOLE. THAN 5 CotEKMVE STUDS TOP ACCEPTABLE F-OR ROOF SHEATHING. � O J U DD raT nrcx OR DRILL BNUOON I -- B.FOR rLoaR sHFATHING vDaD STIR ICIUUL PANE SHALL BE UDERUYMENr /, FRAM®57, OR STLDS OVER IOb• GRADE.ALL FLoaR sHIEATHINS SHALL BE GLUED ro FRAMINK. v (�Ibd A7 b'DEEP BEAM,ADD(1)Ibd DROP BEAM PER REFER TO MAN6 FOR C.ALL ROOF HAILS TO BE bd(fSLI.E).ALL FLOOR NAILS TO BE IOd(LIMEI FOR EACH ADDL 9GEDIXE OR PLAN P057 OR MULTIPLE 2x O TALE STUD ALTERNATE E 16d STRAP IN LIEU OF IOd NAILS AT FLOOR SHEATMN5,eb x 2•LONG SCRE•6 MAY BE USED. 2'IN OATH 5T`e.AIZES. - A 12- k. (2)I6d P.A.BIDE LOCATION 91N6LE STUDS, I D.FOR ALL FLOOR SHEATHING,PANEL FDGFS SHALL HAVE APPROVED TIC,JOINTS Ibd 6 12'Or DEL.5TU05,OR PLATE SPLICE STUD BELOW OR SHALL BE SUPPORTED WITH BLOCKINS.NOT RGdBRED WHEN LI6HTWE16HT P05T,5EE PLM6 EACH SIDE CONGMT 15 PLACED OVER SUBFLOOR Y U J015T HEAD OUT FRAMING NOTCHING s DRILLING OF DRAG 5TRAP TO BEAM/JO15T CONNECTION BEAM CONNECTION5 TYPICAL PLATE 5PLIGE AT ALL EXTERIOR HORIZONTAL ROOF AND z AT -BAY OPENING q STUDS AND TOP PLATES 1 SCALE,M.TS. 6 WALL5 $ INTERIOR 5HEAR WALL5 Q FLOOR 5HEEATHIN5 SCHEDULE 2 WALE:N.T.S. TYP214.DWHG SCALE:N.T.S. IOC. 5CALE:N.T.S. TYP20'TDW6 TYP20bDW6 SCALE,N.T.S. TYP204DWG SCALE,N.TS. TYP202D (2)I6d FOR 4"DEEP I `^ CONNER ON, INTERIOR CONDITION HEADER:ADD(1)Ibd (2)Ibd LAVER FRM5 \J J MINIMUM 4x POST KMG 6TLLp/POST REt7UII�MENib FOR EA.ADD L 2"' PLT TO EA STUD.16d TOP RATE k1 E.A(T DEEPER THAN MINIMUM CONTIMDUS SHEAR PANEL ALL TYPICAL FWAMIN6 ALT:LTP4 AT KI AT 12"O.G.PLT TO PLT IEI6NT PER PLAN. INTER5EGTIN6 WALL). 4x4 POST HEADER TO TOP PLATE HALL`WIDTH OF a KIN$ ALT. `•`H4JL51PLATE TO SHALL CONFORM TO STUD>2X UBLOCKEO PANEL EC61 O RAFTERS,TR156E5, U.ND.ON PLANE AS5 A7 XOLDOW'IN PER PLAN i,V E.N A35 AT PER PLAN E N TOP PLATES W7M WDHDOOR 5TA5 POST KING STUD/Po5T) THE CONVENTIONAL HEADER PER PLANS, OR FLOOR JOISTS,TYP. RE.L HEIGHT � /c URO. OVok '-7' N 2X4 - (S}I6d(201 AT 5x FIW REQUIREMENTS OF THIE REFER TO DETAIL 12 WIN FTUD5 PER PLAN. 35, T-14' (2 2X4 4x4 W-I6d(20d AT 5x SILL) BUILDING CODE FOR NON BEARING O Ydl6'WITH(2)Dd MINI PO E.N. EH MINIMM M'-ID' (3)21R4 4x6 (4)-I6d(20d AT 5x SILL) 2-2x TOP HEADER SIZES /'� NAILS AT 4')b 4x4 POST 4x4 P05T GOAT 6ARAEE O'-9' N 2xb - (4)-Ibd(md AT 9x SILL) BN:BORDARY L1 J W/EK 51EAR PANEL SHEAR PANEL W E.N LULU. ....................RIB TO PLANS .. 95' 4'111 (2)2x6 4x6 (b}I6d(20d AT 5x SILL` PLT,5PLIGE NAILING ^' LULU........................ WINDOW TRIMMER `V PER PLAN PER RAN BELOW HEADER,MIN 2x TOP PLATES EN ` 51VE 15 DISTANCE BTWW KING 5TIA5 A7 EACH OR AS ST TC,1 SIDE KI WHDOV6DOOR. _ FN:FIELD S2' IN. `•(U 2.KING STUD REOD WHEN FULL HEIGHT HARDY5IMP•ANPLANSOR CAM PER EH O'EAC4 STRAP BOTH TOTES PANG 15 ADJACENT TO WDKVOOR SCREW STUD TO HARDY. W/Ilbd AT 1]O.G.ED ON K1NB NAILING CONDITION OF EACH TRMMER(4 TOTAL) .`a;NAILS SHOULD BE SPREAD EVENLY TO ALL ST10F SHIM TRIM OR HEADER AS ' REOlIR70.OMIT STRAPS AT �ALL INTO � MOOD STUDS PER ' EDSE Ib" EN PER CRIPPLE TABLE AT LEFT'OR A5 ______ PRE-MAN.FACTIRED PANEL SHEAR LNG MINIMUM 4x POST 2.STUD N/ CODITON. STUDS OR NOTED ON PLANS MATERIAL w/E.N(2'DEEPER THAN E.N.!A� BLK&PER TYR INTERSEOTN6 WAUJ. AT IZ'o/c SHEAR PANEL SHEAR PANEL BbOP STUD 511E TABLE PLANS [Y 11 C 1 z IIOL.DOW4R STRAP PER PLAN UNA. PER FLAN. PER PLAN. ANCHOR BOLTS t 16E 2x4 FLAT @LOCKING V WALL HALL 5TUA 511E<SPACING WASHERS PER DETAIL AT®fiE JOINTS WERE lNOLDOWI HOLWWI 4.4 TRMMSRS 4x4 T21M•ERS HIM HEIGM EIORESTUDS NAILSNOTCH OR 1 ON�SHDI OR 5D4 I CALL®OI1f�9@ � W STRAP STRAP 5S, <10 2x4 AT 16'OZ. DETAIL'A'. x/EA N/EA <20' NOT APPLICABLE PER 10/SD2 EN. EN. - 2x SILL PLATE 5HEAR PANEL SHEAR PANEL <10' 2xb AT 16'OC. (PREFSUIRE TREATED IF PER PUN PER PLAIN .• - (2O, 2.6 AT IV OC. ON CONCRETE). ' I. INTERIOR NON-BEARING WALLS MAY 5PACE RILL HEIGHT KINKING No:No: Revision: Date: STUDS AT 24'ON CENTER STUDS PER TABLE AT MIWMJM 2.THIS TABLE APPLIES TO STD WALLS SUPPORTING L IM"OR PER PLANS HIM P BDC 07/18/08 A MAXIMUM OF(U FLOOR!(U ROOF.THE PLANS DRAG TIE AT 5TEPPED COMMON HOLDOWN AT SHOULD BE COaLTED FOR ALTERNATE GOAD. (2)Ibd SILL PLT TO EA TOP PLATE CONDITION rJ ADJACENT WALL5 CONTINUOUS GARAGE HEADER CONNECTION 8 TYPICAL WOOD 5TUD WALL STUD.USE god AT 5x SCALE,N.T.S. TIP215DA6, SGALE:N.T5. TYP211DW6 SCALE:AT5. TYP206DHS SILL PLATE COND. MAX NOTCH MAX.NOTLiH MAX SIZE JOI57 SIB ,°GAP BTWN _...___.___________________________ WIDTH:05 DEPTH,0/6 H1OLE,D/3 ALLOWABLE SWEAR WALL PENETRATIONS4 UPPER PLATE AR_ 2xb I-W4' 1M' 1-514' PANELS EEDGE NASILS STAGGER EN'7YP. EL TYP. 1. HOLES UP TO 5"SO.170 NOT REQUIRE BLK'6 1 E.N. V.MIN BTY6H ZKd 2-5/6' HIA' 2-S/b• NAIL!EDGE 2x10 3' 1-V2• 1• S. HOLES LLARR5ER THAN 16"SO.ARE ALLOKED.E.N. OF POST OR ROWS)L"AT 2"OZ. (I)L550 2x12 M/4' 1-1/6• "14' 4. HOLE SIZE INCLUDES THE LENGTH OF THE OVERCUT. 7G E.N.INTO 2x TOP RUT OVER MITER CUT 2x14 "1. 2-VD' 43/D' 5. MAX.ACCUMULATED LENGTH OF OPENINGS SHALL NOT I EXCEED 20 PERCENT OF THE WALL LENGTH. SHEAR WALL EDGE 2z4 ELK.Al ` IA3 SPAN 15 SPAN AT TOP I 1/3 SPAN 6. OPENING MUST BE A MIN.12"FROM SILL PLATE,TOP SILL NAILIP ATE,END POSTS I6d a I2'OG NOTCHES AND NO NOTCHES NOTCHES AND PLATES t END P05T5. 4 ADJOINING POSTS J015T TO J015T <2/1/2"dla.LAG SCFEI S HOLES ALLOWED HOLES ALLoWED 1. REGOMF NN DDSGIROULAR BORED H OLE5 OR RADIUS MR PLANS t DETAIL CORNER I/SD2 DETAIL'A' DETAIL'B" w/5'EMBEDMENT INTO POST D. END POSTS SHOULD NOT BE CUT FOR ANY REASON,STUDS HEADER 511E MAXIMUM SPAN MAXIMUM SPAN&-O'WALL.ABOVE)00'-0'WALL ABOVE) D/4 p/•J MIN.2° D/6 !TOP PLATE MAY BE NOTCHED PER DETAIL 10. SHEAR WALL END POST TOP VIEW-COfsTIER / CIE, D ............................... ---------------------- ( W/EA,MIN 2x POST OR STRUCTURAL 2x4 FLAT 3'-0' - / D/9 SHEATHING PER PLANS I HS NOTED ON PLANS, I. RUN LONG DIME6ION OF PLYWOOD ACRO55 MR, T0)J015T AND RAFTE6. DETAILS p/6 MIH 2' MA15T BE CONTINUOUS ALL-'AROUND OPENING TO TOP PLATE(KING 2.5TASSER END JOINTS 2'-0'MINIMUM. (2)1/U"die.LAG 5CFRELLB POST).PROVIDE F.BOUNDARY WJLIN6 APPLIES TO PERIMETER MATE LINES,CHORDS,Tom,AND AS w/5"EMBEDMENT INTO POST 4x4 31D/BTR b'L' 4'-b' .� CONTINUOUS C516 HOLDOWNS PER PLANS CALLED FOR ON ORAMN$S. ABOVE 4 BELOW 4xb DF e2 I01-0• 9'-01 7. OPENING TO END OF 5.Wi 4.50 PLANS FOR NAILING. NOTE, % SILL PLATE YV 5. WAILS SHALL HAVE MIN."'EDGE DISTANCE. 4xb OF e2 12'-01 12'-0' I.HIOL25 MAYBE DRILLED IN ANY U5 SPAN.HOLM MUST BE A MIN II FROM ANY NOTCH. OPENING ANCHOR BOLTS OR 6.ALL J01575 NO RAFTERS SHALL BE LAD Orr IN A W-O'MODULE TO COINCIDE WITH DATE: 07/1 8/08 I -,/ PROVIDE 2x FOR NAILS PER 1/50I, PLYWOOD. 2.DO NOT NOTCH BOTH TOP AND BOTTOM SUffAGES NTHIN 11E SAME U5 SPAN. BEHIND G516 FOR I S.MAX ALLOWED 15 A COMBINATION OP TWO NOTCHES AND/OR HOLES PER V3 SPAN NAILING I/SD2 t 504 1. USE TONSLE-)JD-6ROOVE PLYWOOD AT FLOORS UNLESS NOTED OTHERWISE 4.THIS DETAIL DOES NOT APPLY To NOTCHES AND HOLES IN 57FZTWAL BEAMS,THEY ALIGN P05T AT b.SEE DETAIL V FOR FRAMINI$WERE PLYWOOD JOINTS ARE OFFSET DUE TO RAFTER OR .HOB NO.: 08-1 107 MST 13E SPECIFICALLY DETAILED. EDGE NAILING AT ADJOINING PANEL JOIST LAP SPLICES. PORT CAPS ARE 5.NOTC ES AND HOLES ARE NOT ALLOWED IN CANTILEVERED JOISTS. PANELS BREAKS I PER PLANSH<�P ED6E5,MIN 2x OR 5x ADECIATE ALTERNATE OP V FEW-MIDDLE FOR LAG 6.R�TO MAN FAMURER5 REOM NDATIONS FOR HOLES IN MANUFACTURERS SHOULD OCCUR AT FULL D7L SD2 PER DETAIL I/5D2 SCALE: N.T.S. - S. DO NOT NOTCH I-JO15T. HEIGHT KING STUD 1.REFER TO DETAIL 9504 FOR RSOLID JOIST' OPERPDRAT�5HEAR WALL CONDITION I TYPICAL W00D�STIIP SMAR WALL D.PER GBG2SODA.II/ND54.4.5 SHEET# NON-BEARING CONVENTIONAL FLOOR J015T TYPICAL WOOD STUD WALL ff SHEAR WALL FRAMING HORIZONTAL PLYWOOD PORCH POST TO BEAM CONNECTION �6 HEADER SCHEDULE l2 NOTCHING DETAIL q 5 DIAPHRAGM DETAIL 3 SC S D2 ALE,N.T.S. TYP216.DWHG SCALE:N.7.5. TYP212DWG SCALE,N.TS. TYP209DWG 5CALE:N.T.S. TYP205.DWG SCALE,N.T.S. TYP205.DVH6 WA- TRUSS U.N.O.SEE PL-m o z Z oc � 88 EN.TYP. MANLFAGT7IRED ROOF ROOF SEATHINS z y uxa LSIb STRAP L42', TRUSS PBZ P�AIS PER DTL 2o55D2 y 2.BLOCKING W U'N'O'SEE PLANS IN LIEU OF LSSO To •�i Ibd NAILS AT 6'06, BILKS,PROVIDE HI LL 12'MIN LAP W NOTE:2x B-K5 M15T BE TO STRIPER TOP CHORD — AT 48'O.G.,UNO. (4)Ibd s 4B'aG TALL ENCU6"SNAIL ALT.LTP45 a 24.O/C TO 61ROM TRUSS BOTTOM TOP pU�r E.N.AT BLK6,TYP.. o EN.TYP.- GiORD. ADD 2'z 4'x 4LO' 2.FALSE TAIL FER ND POST' 'L'" STRAP CAN NAILING 7R155 TOP GiORD 16" Ib"-� LONG SCAB OR ELKS TO 205D5 OR TRU55 0�-' EACH END LENGTH... ./ TRUSS OR RAFTER STM CHOW W 2 ROWS Ibd TOP aaw EXT. L_ AT 6'ac AS!✓� AT FOP-W CONDITION D G516 2x4 16' 52'.CLEAR 05)8d EACH END. TRIES k' CALIF.FRI ALT,PROVIDE 2X BLK6 AT (2)C516 4x4 16` 52'.CLEP:R 03]8d EPC}I END PER STRAP 2x 5WS W LEW a LTP4 INT.SHEAR WALL W EN.t (5)G516 4x6 16" 52'.GEAR 03)6d EACH BID PER STRAP a 46•OC,UNO. LTF4 AT 4b'OC,UND. GM5T 14 4.4 1. TO".CLEAR (36)Ibd COMMON EACH BID " R HALL GIRDER TRU55 ENTRE HALL LENGTH,TYP. INSTALL 2z BI.ICFi PER DETAIL 55D3 IF BLKG CMST 12 4x4 45' 40'.CLEAR (so)Ibd COMMON EACH BID AS OCCURS EN. DESIST✓®FOR EH N. SHEAR WALL AS OCCURS IEITA L>1S 'MINIMUM U.N.O.ON PLANS. 2x BLK'S W 20K LATERAL 5TP66Ht EDGE "CENTER STRAP ON RIM JOIST OR PLATE A35 OR LT?4 USE L550 OR LTPb IN 5 EAR U.ND. HAILING AT RIDGE. '••CLEAR:CLEAR SPAN OF FLOOR DEPTH a 46'OC,U.N.O. LIEU OF LTP4 HERE SAP ON PLANS EXCEEDS I/4" 51N6LE4'LY MA-TI-PLY WERE DEPTH OF BLOGKIN6 T,OFE5 TRUSS W WNS. 2z 5LOrAN6 W Tpyr,G IL FLY EXCEED'12"REF82 TO BY TRU55 Him 16d a 12'OG TO NOTE:IF PLANS GALL FOR DETAL BaOW TO 61RDM TWX5 GIRDER TRU55 ANY STRAPPING OTHER THAN SOLID 2x BLOCKING ROOF Tim SCAB N CSIb,TIER TdFJ MAST BE ROOF SHEATHING _m STRAP K16NM I THE WALL ,( PER DTL 2/5502 STRAP C 01555-XCTI N M1L-5= OMIT�5 I�� 1-6 2N FALSE TAIL PBL E CAO' CALIFORNIA FRAMING AT TRU55 DETAILS 0p � I STRAP LENGTH/NAILING TABLE 8 TRU55 TO RAFTER GONNEGTION 4 GIRDER TRU55 O (SHEAR TRANSFER d RIDGE BLOCKING) DRAG TRU55 CONNECTION ✓ i i HIGH HffLM�PTRUES LANS SCALP:N.T.S. TYP516DHS SCALE:N.T.S. TYM14DHS SCALE:N.T.S. TYP510DWG $GALE:N.T.S. TYP50T.DWG SCALE.N.T.5. TYP505DW6 I I TYPE 4 5HEATHIN6, BOTTOM OF INSTALL PER DTL _ Vb'SPACE AT 5/505,ALT,MANE. I U U TOP PLATE TO TRU55 BLK6 FOR MIN BOTTOM TRUry DRAG TROD W LATE V LOAD.350 PLF ORPf.+TRU55 EN.TTP, FIRMS. H25 a 4B'oG. EN,TYP. AT 32'a.TO TOP PLATE 150 PLF.DRAG LOAD FIRMS.A5 5TID TO umxE ENTIRE LENGTH ENTIRE LENGTH OF WALL UND.ON PLANS Ix4 PLATE (2IOCCURS EN. ENTIRE LENGTH OF WALL OF iRlff, UHO.ON PLANS 'I I� OVER 2x4 PLATE (2)Ibd/RAFTER -SHEAR WALL A9 OLG.RS O w EH W STL CLIP AT SpEG.DESeN OR TRU55 E.N.SHEAR TO LFD6ER ACT.DRAG TRUSS 48'ac LOCATIONSW z ORA6 TRUSS LTP4 OR A55 ___________________________----------------------- AT SIPS OR BOTTOM_ RAFTER CONDITION, O O H25 STRAP OF SIM TO TOP 1 C+46"OC.TOP OR OFFSET UP TO 10' ^ - CHORD TO TRU55 (2)Ibd PER BLOCK LEDGER W(5)Ibd ROOF RAFTER G (LrL PER STUD:RUN SHEAR 2x FALSE TAIL MR WI33 UN.O.ON PLANS PER PLANS 2x4 BLOCKING AT 40• PANEL CONT. 205D3 OR TRU55 DRAG F.OR M W(2)Ibd SHORT LEDOER TOP CHORD EXT. UN PLF.ORAL LOAD < �'J/J� U.NO.ON PLANS NAILS AT EAGN BD BEAM AS OCCURS 2x STU05 a 16•OC. 2x BLOCKING W A35 � ' Vb'SPACE AT •48'Do,ENTIRE LENGTH USE LS50 OR LTF6 IN LIEU ROOF RAFTER W 0)Ibd USE L550 OR LTPb IN LIEU U I.-i ROWS 16d TOP PLATE TO OF MALL,I ON OF A555 OR LTF45 WHBE OF A355 OR LTP4'S NHERE TOE NAIL TO LEDGER USE WALL,AS OGCUW�I AT 24'OC. BOTTOM OF 117E5 6AP EXCEEDS V4• L5'H6R FOR SPAN5 OJ6t 8' ' R PANEL AS O"AF 5 GAP EXG®r 114• 2x OJ AS OGCLR5 I I ALT:TRW W H5R ' PER TRU55 MANFPCTURER PER PLAN RAPIER UN.O.ON PLAN r 2z BLK6 W EH/ ,1 1 U14 PLATE SHEAR WALL ENTIRELEW LLCC, I- w OVER 2N4 PLATE LON RAF� �Pam$'1b - AS OCCURS UNO.ON PLANS Y U W STC GAP AT 4B'ac SEAR MALL z H25 a WOO. PER PLANS LEDGER TO STO ROOF CONNECTION NON-BEARING WALL CALIFORNIA FRAMING E.N. ENTIRE LENGTH OF WALL AT TRUSSER PARALLEL TO ROOF AT EXTERIOR WALL � TRU55/,JOI5T CLIP 5 DRAG TRUSS INTERIOR SHEARWALL �' '^ I (n SCALE.N.T.S. Ty"ADW6 SCALE,N.T.S. TYP515DW6 SCALE,N.T.S. TYP5IIDWG SCALE,N.T.S. TYP504.DW5 SCALE.N.T.B. TYF'SOIDW6 �J J E.N.SHEAR TO LEDGER 2x4 RR AT CA Nd'ICs. TRUSS TOP CHORD 2x 51UD5 a Ib'a,TYP. OS W PLYXO BLKK PNLS:MATCH TYPE O MAX,BPAN.6'•0' BH TYP. OF SITAR PHL BLW UND.BLK'G PANELS ROOF EI EATHMG SHALL EM50 ENTIRE LEWTH OF 1�T�I1lf�t V O WALL,UND.,ALT.TRUSS BLK'S PANELS FDOF E.H 1^ 2x LEDGER W(5)Ibd TYP. L J TR55 AND TAIL WITH MATCHED 5PAGIN5: PER SNIP,RIN SEAR SHEAR PANEL A5 oPANRL /11 PANEL CONT.BEHIhD PER PANEL 2x FLAT FINGER `V 2xb ROOF aD UWR TO LEDGER EA ROOF TRL99/RAF0. ROOF�p�TYP. AT 24"O.G.VU LAP AND SPIKE 2x OR 3x MAN ROOF PROMINS � 2x PRAMINS ROOF 5HT6 (2)16d EA END. � X BPOSW TAILS TO EACH MIN LOVER ROOF SHTG i0 WrR OR ROOF TRW INTERIOR SHEAR KALL CONDITION AROUND INTMOR PER DTL PROVIDE B.N. TRIM.Ngp SEAT CUT SUPPORTING WALLiEEdM TAILS.SEE PALM.DWY1 AND PROVIDE SHEAR of TRW BAY 2t55D5 *�MQFREEZEbl Web MIN TR4NBFER AT THAT LOCATION. SKB�5UP.U'JOIST W EH 1iEG5 WNN NO OVA-IMNG 8H 7YP. �'*EE'W HANGER OR FRAMUI6 ROOF E NSPAGIN6 OF TRW AND ANYSPR WERE RAFIBRa 46'a. TAIL SHALL MATGI SPAN ENGE�S 9'-0' LOW RDOF STUD TOLEDGER 2x RAFTER YN/ Z RAFTERS PERROGF RAFTER e/(3)16d ROOF SHEATHING OR�SE�81)111 PLAN$•° TOE NAILS TO PoDCaE ENTIRE LENGTH LTP4 AT FIR O.G.OF HALL U.N.O..ENTIRE WALL I 1EXPOSED TAUS W MAX 2a• % 2x 4 00 TO TOP W/c SPPON6 AND 15)16d i- 4z NLL DEPTH BLK'6 W a AT J TO TOP2X B.0. ATSEAR EH AND NAIL LEDGER RATE,UNO. 4b"O.G. D(2) U 2xb RIDGE AT 2x4 SPLICE PANELS W 4'WIPE 7RU56 70P�� Ibd EA END rW Ibd•4'o/c FROVIDE Ix LOYL'RRdF'fERS AT CALIF. �^ TOP PLATE AT NON- SHEARWALL-TRFh BOCKIN6 FR4MR 2xb ROOF BR4.GE 2x4 KICKER AT 4' ;/ 2x LEDGER W(5)Wd OSB/PLYW STRIPS W SAHE BEARING CONDTTION PLANSSHAPB7 B.K6W R00F11W I.d TO 2x4MAX uJ(3)Ibd PERp T �6K EjPoI"1AP bA BiWN. U5E L55O ORLIPbILIBI��W EN AHO A35 AT 24'ac KICKER LLHERE REOTJ i0 RR No: Revision: Date: EH TO LIMIT SPMI ON 2x4 RCOF FRAMIN6 PPNAIl.d ALT:PROVIDE L560 AT 12'OC OF A355 OR LTP45 WiilERR TO a'-O"MAX UNO. SHEAR PANE.AT II VERTICAL BLK6 TO BLK& 6AP EXCE®5 1/4' SIPS PERPENDICULAR TO KALL.RI TO DETAILS ABODE FOR ADDITIONAL ONAL FACE OF MALL,AS OCCURS BDC 07/18/08 INFORMATION. GALIFORNIA FRAMING RAFTER TO HIP CONNECTION SHEAR TRANSFER AT LEDGER 16 �2 8 SHEAR DRAG TRANSFER � 51-BLE,N.T.5. TYP316A1N6 51-ALE:N.T.5. TYP512.DWB SCALE:NITYP3Ob.DWS SCALE:N.T.S. TYP'305.DW6 TRW CIO 21IYd4 R13•$L TO DETA TRUSS PAN/PLYWOOD AIL 5/5 5. 2x FLAT FINGER 65D5 MR PANELS P13t DETAIL 55D3. AT 2, O.G.H/ �+ I i ADDITIONAL &AT ROOF EN. (2)Ibd EA END. INFORNNiION. ROOF SHT6 PROVIDE E.N. HIP,RIP DOWN AS SHOVN PER DTL 2x F� EN AND PROVIDE A555 2t5/SD5 SUDI.KINS EA SIDE TO PLATE 2z ELKS W(5)11 ROOF EH ROOF (B)Ibd,TR0 AT ADJOIN He TRUSSES X25•46'a. STARTER SO E.H AT EPGlI SIDE LOW ROOF 61RDE2z BLOGYJN6 W(4) TOPTOSTUD TO LEDGER LENSTH LOpOIbdb p�&.OGK N �:�' GABLE ENDBLK,TYP. STRUCTURAL ' E FO5W TAILS W MAX 24' Blil OF WALL ROOF EN. TRUSS V1/E.N. 2x BLK V1/E.N. DETAILS SPACING ANlD 15)16d % DRAG LOAD PER@D NAILS AT IE/,D-0Uf Bl.5HEAR TO LEDGER e' BLOC BANS (4EAGH STRUT BLOCKIIY TO BE/ �f STRUT TO BLK ' 04 AT 46"PW ROOF 2x STUDS a 16'a,TYP. PROVIDE5-BAYS,MIN OL.,U.N.O.,EH AN7 A95 AT 24"ac STRAP a I&UC'6 WLiP4b ALT,L.SW AT51EAR - CORERS a 24'OC TO TLP CAMBER OAF2x4 FLAT AT DATE: 07/18/08 PANEL FROM 50LE PLATE,UND. 6'-0'O.G.FOR � 1ROOF FRAMINS PARALLEL EF PLATE TO ROOF.ENTIRE JACKD EXTENTSIMPSON I OF PLANS SHEAR hIALL PER (5)TRU55 BAY5 SD3 TO MTv1GxAR 70 WALL.REFER BACK PER TOP PLATg JOB NO.: 08-1107 LMTH GF WALL AS NOTED ON PLYWOOD BLOCKING PROVIDE L,LOYBi /(2)1Bd TO EA.TO DETAIL195D9 FOR ADDITIONAL CH.PLANS INFORMATION. PLANS. W(2)8d a 4'06 TOP HATE AT NON- eEARING cOFlomoN TM C+HRD IBE LSIO OR LTPb IN Lill (4)11 STRUT SCALE: N.T.S. OF ASSS OR LTP45 WERE TO FLAT 2x SAP EXCEEDS I SHEET# EXP05ED RAFTER CONDITION LOIN ROOF SHEAR TRANSFER I�T HIP TO TOP PLATE CONNECTION SHEAR TRANSFER AT SHEAR DRAG TRANSFER AT TRUSSES GABLE END S D3 DUTCH HIP � PERPENDICULAR TO INTERIOR SHEARWALL G ROOF AT EXTERIOR WALL SCALE:N.T.S. . TYP3206 5GN.T.S.ALE,N.T TYP3ITDIN6 SCALE.N.T.S. =15DW6 SCALE:N.TS. TYP3O9.DW6 SCALE:N.T.S. TYF506.DW6 SCALE:N.T.S. TYFW217W6 El cc tz - ¢ w ~ d o x FE = 4z co g POST PER CHART Z 4~iJ uxA �yy (2)CSI6 OR(3)C6 MFAo Wl I et NMr]F uu I 16�+. L PER PLAN 2x BILL PLATE W/ SHEAR PANEL �LL (2)CSI6 OR(3)CSIbd SPN.AT V PER PLANS. SW TYPE LTP4 EN TYP. 2z PLATE YU O)Uxl FBi JOT. PER PLAN C816 OR(3)CBI6 O.C.i0 MILKG. 7x FLAT BLK AT BHBAR PANEL ON b FL.EM.OR OBE. PER PLAN NCREASE MAILING TYPE T 1 8W ABV INSIDE OF WALL 4 2'o/c _ AT 91F1Jt VUIJ.PPOVIDE PER DTL I/8D2 AT W/EN.AT BILL JOIST P�FLAN FLOOR EN.x/ SP.N PER PLAN L L :Z(2) FOR(2)IROIID SPN 8U1 LOCATION PLATE T"MIN. TNA 2x.oK rrE FLOOR SNTG PER ISO!AT 3"OC:.RIM BB.OW TYPE 6 t 4 51EAR MALL AND DTL 243/6D2,EN. TO 2X FLAT MILK CUT STRINGER FOR 4z RAPT BILKS CONY.RIM JOIST 7'-0" t0 BL AS OCCURS TIIA HPNSBt AT TYPE 3,L t I L L PAST EACH STRAP __ --=_ SHEAR HAL15 . LTP4 PER TABLE ALT OFFSET ABOVE AT 2ND C.ONIO UV A38 FLR SW LOCATION JOIST I-JOST FLOOR AT 32"O.G. ONLY PI.UFM BM.OR DEL. PER rLAN6 T7 p0. / J+[ � OFE5 2x14'JTRIN8BR6 ALTST p2x LEPSTFERER YUPLAN POST.NOLDUW AND STR4FPNG116 MAY NOT OCCUR N ALL CONDITIONS. SPLICE RIM _ I-a"RIM W/EN.4 B!Ibd.PER STUD WE PLANS FOR CALLOUT IF THIS 70P PLATES PER SPN.ABv REFER TO DETAILS AT Y1ALL COIOITION. CONDITION OCCURS. DTL 4/5D2 ii`x LTP4 At 32"OG„ BELOW FOR FURTHER O POST 4 HOLDCW PER PLAN 2-2x TOP PLATES, - RIM TO TOP PLY, -- INFORMATION NOT BP AO M6R ALT:DROP BM EXCEPT A7 SLU °HOU2N T"MIN ALT,Ah EACH SIDEi4j 2x STUD WALL UND. �rE AUIf PER PLANS PER PLANS PANEL TYPICAL INTERIOR WALL CONTINUE SHTG PERPENDICULAR TO JOISTS G TYPICAL OFFSET WOLDOW CONDITION 4'TO RIM 15LLL Ex to SILL PLY (5)2914 STRN6ER5: SCALE:N.T.S. TYP40b.DW5 4 RIM MAXSPAN T-0' ___________________________.____.._______._._...._._._ . _._._____..__.____________________.____.______...__.______.._.____.__.__._____--._._. (4)2x14 STRIN6Btx POST PER CHART HOLDOWN STRAF x U MAK SPAN D'4' AT(U CSIl CONDITION.USE PER PLAN JOIST,TYP. AT R FROM CONDITION, U SHEAR PANEL -JOIST OR Zx BLK'6.FOR BEAM OR I-JOIST L PER PLANE. 7 EN.TYR E%TBlT OF STRAP AT(2)C61 CONDITION USE 2x SILL PLATE W/ SHEAR PANEL CONTINUE 614TCx Z 2x BILL PLATE W/ (4)WT620 FROM POST TO (1)6d NAIL PER PLANS. 4"TO RIM 13Lw. O W °� Y1ALL SEMI OR I-JOIST. PER I-JOIST. I OC:.To DLKG. OC1-K AT .6 RIM JOT E RIM 61LL PLT POET PER CHART INCREASE NAILING 2x FLAT TYPE 344 SW ABV FLOOR 6HTG PER cl Z T"MIN. HOLDOW STRAP PER OWL CAT AT PER PLAN L 8W LOCATION FOR(2)ROWS SPN DTL 243/802,Ex EDGE NAIL SW L '^ MR Ib'RIM TO RIM JOISTTO RIM 4 BILL O 2x14 STRINSER4 UNO.ON PLANS FDTOLO7 SHITG PER EN. TO 2X ATV 0 MILKM = - PLATE O 46"U.N.O. 4 TO DL AS OCCU - :. 1'4"SOLID RIM 7 (I1 Sd NAIL L PER I-JOIST. -- -- JOIBt,MN. 50LID BLK'b. ---- �' 6516 STRAP L I-JOISTMR�O BEAM VAN BIDESPLYWOOD �DI-JOIBiSLL AT BOTH I-JOIST MILKG AT / Fn O 48"O.C. C\' W 6d EVERT OTHER HOLE LTP4 AT 32"OG., / MJlBi D& 06-Sd To TOP PLATE,MINJ RIM TO TOP MT. C 1 J v LEN6TH OF STRAP TO BE I-JOIST FLOOR EXCEPT AT SW V JOIST,PBL FLAN Ib'MIN. M',U.N.O.ON PLANS SPLICE RIM 4 LOCATION,UND. AM 2x LEDBET4 W/ I7o/cIF FLOOR ON OPPOSITE P08T,HOLDOUN AMC)STRAPPING -- TOP PLATES PER x R ISLKYa SIDE CF BEAM AS OCCURS MAY NOT OCCUR N ALL CONDITIONS. DTL 4/802 /` 0)Ibd.PER STUD LLS HER ST°ARE SEE PLANS FOR CALLOIUT IF THIS SPLICE RIM 4 _ I-14"RIM W/Ex 4PER PLANS.L W AT MLLL CONDITION. xT' EA41151DE NOTE:AT 0 C516,-TM,OR CNBTI2 USE PL. FLUSH BEAM PER PLA4 CONDITION PCG1R8. TOP PLATES PER SPN.AMIV 2-2x LOP PLATES, -- 4 CONTINIE SHIM I.— WDE-•!OUST OR 4z PULL DEPTN BLKK DTL 4/SD2 x`` ALT,DROP BM 4"TO RIM ASV. V LTP4 AT 32"O.C„ 2x STUD WALL Ex TO SILL PLT Y 2-2x TOP PLATES, -- RIM t0 TOP PLT, PER PLANS 4 RIM •-7 TYPICAL HOLPOUN AT ALT;DROP BM EXCEPT ar ew � — M'IGAL HOLDOILN AT FLUSH BEAM CANTILEVERED CONDITION 2x STUD WALL UNO. -------- PER PLANS SHEAR PANEL PER PLANS. DRAG CONNECTION CONTINUE BHTG r n 2xM 6TRIN5lRS >ZlF.T.F.ATESWHLT,PSl2 .. ___.._._...._.... .___.__ ._..._.__ __.____ .... ._.......... ...... ....... _______ _ EN.TORSILL PLT V J IM BLW. SCALE.N.T.S. 7YP40r.DW6 TYPICAL COMECTION: 2z PLATE W/Ibd SHEAR PANEL O b b'OC PER PLANS. AL_�_.-NAIL TA66lM NOLDOVAI STRAP 2x SILL PLATE W/ CONTINUE BHTG I SPN.PER PLAN 1 S7A65ER HOEDOWN P05T PER PLANS 2x SILL PLATE W/ pERAPPLAANNS.R PANEL 16d 6.PN.AT 8" 4" T RIM L LU MSNOTFIN5 YU4 BA PER TABLE -A Ibd S.PN.AT 8" O.G.TO RIM US" EN.t0 BILL F7_T v O NASHI 5 AT B2'o/c O.C.TO NAILING 2x FLAT OLK AT FLOOR SHiG PER 4 RIM L O PROVIDE(U AM AT EAOI INCREASE ID2AT Y J PLATE AT EACH 9TRIN6Q AT NAILS TO RIM PER DTL I/8D2 AT ' �(2)ROW OPN DTLTO RIM JOIST TO RM 4181LSL ..: • -JOIST FLOOR STRAP OF pp5r EACH END LENGTH V" STRAP.. NAILINB FLOOR MT(xSW PER 16d AT 3"O.C.RIM PLATE 4. 'd a f A DTL 243/BD2,Ex TO 2X FLAT BLK 1 V SOLID RIM X • d' PROVIDE 4"WIDE PLYWOOD CSI6 2x4 16• 52"•CLEAR BB)6d EACH Bo. TO BL AS OCCU J018T,MIN. Q xT • .A . LLLJJJ RURRRIG AT RIM ENTIRE LENGTH ' 4. • •°i . .04... �FOK JOIST YYUU FLOOR EN. 2x4 FLAT CONT. OF HOLDOWN STRAP MIEN STRAP (2)fAl6 4x4 16, 52"•CLEAR 03)bd EACH DO PLR STRAP _ I-JOIST FLOOR USE}I/Z'YUGE ENB. 6 STABBERED SPN CONTINUES TO FIRST FLOOR P08T (B)CBI6 4:6 16, 92'•CLEAR 03)bd EAC44 END PER STRAP .... ...... ,` FOR Z ROHB OF°.FN. CHOY 14 4x4 'A' to'•CLEAR (56)Ibd COMMON EACH END F'ER�� � U AT T O/C U.N.O.ON PLANS  _ LTP4 AT 32"OA, SPLICE RIM t 04ST 12 4x4 45• -10"«CLEAR (90)16d COMMON EACH END — --- RIM TO TOP PLT. / 7 TOP PLATE PER •MIN"U.NO.ON PLANE. EXCEPT AT 6W 06 4C`I L 2x PLATE W 16d b 16'OC DTL 4/SD2 , ••CENTER STRAP ON RIM JOIST OR PLATE 1-J018t FLOOR SPLICE RIM 4 LOCATION,UNA. SPACING 20'on Is'- D'oo, x /-__ _ _ TOP PLATES PER LL W TO BEAR,UNA.ON PLANS •••CLEAR.CLEAR SPAN OF FLOOR DEPTH DTL 4/8D2 91RNGER MAX SPAN MAX SPAN MAX SPAN BI.TYP. NOTES POST PE FRAMINS 2-2x TOP PLATES, x/x\ PER APL's L PLANS SPLICE TOP _ I-U•"RIM BLKG W/ 4 CONTINUE 6HTG U THIS CONDITION IS FOR ALt:DROP BM 2 x 12 7'-0" B'-0" 9'-0" PLOOR 70 FLOOR PLATES PER DiL x EN./SPN.ABV 4"70 RIM ASV. 1 x 14 10'-0" II'-0" D'-0• (2)C616,(B)C516 t 4/502 /`� 2x STUD WALL EN.TO SILL PLT CMST STRAPS 2-2x TOP PLATES. LTP4 AT 37"O.C., PER PLANE 1 RIM ALT,DROP BM 13LKG TO TOP NOTES _17" RA'x 111b" T'-0" B'-0" 9'-0' MT UNA NO: Revision: Date: RA'x 14" ll'-0" ll'-0" B'-0' 2x STUD WALL SHEAR PANEL 1ACCEPIRABLE NO /\ 2x°iIJD pp6�p pp6T PER ppBT PER PER PLANS I BDC 07/18/08 BEAM PER FUN! DHART CHART OHART PER PLANS. 7.SHEAR PANEL MUST N/FLOOR ETI. I LL TO RI STAIR TYPICAL INTERIOR WALL 2.°1ID JOIST TO INTERIOR JOIST TO EXTERIOR FRAMING PARALLEL TO JOISTS 8 WALL CONNECTION 3 WALL CONNECTION i SCALE.N.T.S. TYP4I0.112W0 SCALE,N.T.5. TYP40DDW5 SCALE:N.T.S. TYP403DWG SCALE:N.T.B. TYP40IDWG I SHEAR PANEL 2x SILL PLT U/ PER PLANS. lid SPN.AT e" CONTINUE 6HTG 4"TO RIM BLU. L L L L L NOTE,CMANSE OF OC:„TYP.LLNO. Ex TO SILL PLT SOLE PLATE TO OCCUR DIRECTION FLOOR BHTG F'ER 4 RIM TO OCLIlt AT OUR DTL 243/8D2,EN. LINE OF°EMI TO RIM JOIST EDGE NAIL SW RIM 2x SILL PLATE kV EN. TO RIM 4 SILL L I 16d SPIN AT V O.C. PLATE AS OCCURS --- _ ,... 1-14"SOLID RIM STRUCTURAL JOIST W/FLOOR DC411xE iP.'s - Bill. DETAILS IL IL L L °PUCE RIM PER STRAP TO RIM (U G$I6 ~--DTL 4/6D2 OR FL.BM ONLY TO RIM ••• - ed TO I-JOIST I-JOIST FLOOR - TOP 4 B7M FLNG CANT. SOLID BLKG W/ DATE: 07/18/OS -JOIST �x`� LTP4 AT 32"O.C. POST PER POET PER F'o97 PER P06T PER FLOOR / ` 2-7x TOP PLATES. DLKG TO TOP PLAN PLAN PLAN FLAN -- SPLICE PER PLY,UNA. JOB NO.: 08-1107 PLUSH BEAM PER 4/SD2 PLANS SHEAR PANEL AS (1)GSI6 (2)CS 16 (3)G916 CMSTI2 4 14 ITT HANseRS, OCCURS A LUS NOTES SCALE: N.T.S. FLR TO FLR I. I-JOIST RIM/MLKG IS NOT ACCEPTABLE SHEET# CMUST ONDITION A CONDITION B 2'COHEAR° NT N E OLRIM HOEDOWN DETAILS TYPICAL FLUSH CANTILEVERED JOIST S D4 BEAM CONNECTIONS '4 TO EXTERIOR WALL 2 SCALE,N.T.S. 7YP405D rJPe SCALE.N.T.S. TYP404.DW5 SCALE,N.T.B. TYP402DU16 POP-OUT STUD WALL IN/SHEAR AS OCCURS = x INTERIORrXTERIOR h � STUD WALL PER PLAN 8 w/SHEAR AS OCCURS 503 ' CONTINUOUS FLOOR I DIA.w/E.N. ROOF DIAPHRA6M 2x SILL PLATE lbd / �+/E.N. S.P.N.AT D'O.G.TOO RIM JST.REFER TO I/SD2 0 AT SA.CONDITION ROOF RAFTER' PER PN.T'P. INSTALL PANEL LUS FI6RLA5 DIRECTLY TO - SD9 C OR LEVELING NUTS _ R i0 HARD?'H° 8 0 II Ar e ————— (4)-4 6A NpTE�N RFOFLIATION �' I SD4 T % RC TOP N BTM 1 J N-0'PAST DROP BEAM — _ PANELPER PLAN `„-T,�., .. FLUSH BEAM OR FULL I-JOISTS PER DEFTH 5LK'6 AS PLAN,T(P. I 4 I� 0.0FE55/ CONNECT I-.JO CCAARS 5 P T5 TO �a �2 DEEPEN FiG �R TT RIM �o<`"�x1 D r�s BM.PER 4/5124. 6" AST AN HARDY PANEL m ZP / 1 yc EACH SIDE 7x TRIM]KMG STUD MIN"YV ANCHOR BOLTS m "ABU"AT BASE PER PL*6,UNO. FOOTING Al,HFBx Ij"MI a4 U•BAR IIIBEYOND tMIN RDY PANEL b"MINT NTO FCOTMG rE CAl\EO ROOF/FLOOR CONNECTION �JI.1 p'D1a 16"MAX F4 AT Ns^of 1 3/4 �. AT RB SCALE,N.TS. TYP4IS.DW6CHOR BOLTS _ ___ - - _.__-- R PLANS,UNO. FppTINi - �° I __ CCOIBlER FIG AT Now I - nt 4x POST PER PLAN BE70ND � Y Z -- CONDITI ,� 4-I6d'p KICKER ALI6N W SHEAR •'� + F I • TO POP-OUT END PANEL AT END OFPOST POP-OUT PER PLAN L 4 BARB TOP 2NID FLOOROTTOM,4'-0 3'ST PANEL a"MIN Zx4 KICKER STUDS PER PLAN AT EA.END BEYOND a p"IHMOF POP-0UT 416d'D KICKER R PLANS TO INSIDE OFSHEAR AT EA. POST EPENSIDE VIEWEND OF POP-OUT MANTAM 3• FRONT VIEW CORNER CONDITION O Ll z PER PLAN all MIN®•MIN COVER'�' \— O O POP-OUT PER PER /J ) PLANLl I PLAN—� Z z cr EXTERIOR 4 INTERIOR FOOTING SECTION GARAGE CURB CONDITION Q V J O IST FLOOR STUDS W PER PLAN < Y U z POP-OUT KICKER CONNECTION q FOOTING AT HARDY PANEL W WALE.N.T.5. POP-OUT KIGKERDW6 SCALE,N.T.S. U U) NEWEL PORT NO. O W pr AT b"OL.MAN. PYMT MAY pE IGEWD TO 4zf P R.P�D ATfE yMDIpE EDGE Ol Rm p( ROT REOIII�D p p ]z AROH.BTA . d PER L(]/ O IWy SS 81UD t0 81LL PLATE 1^ LRa1�a�E iLT Z m u, ,A, MRL]M"REMANI b =r N `2' (I/W'z 4'DDD DLRlW MRL i]O RM W/]`EBl1 A I,� TO pI=4 DIA z- ][ (- A� PODt Wx)ru WB AT]4'OL. Md b auouN PORT TO RIM OR BLKG.PREDRILL 1 W AT I-.LOIN T.PLPtYE _ iwc PLATE WnaNERD. EPLITTRG 1a•� TO pLOIX AT PNIALLEL • Y ` 1 DOIIDRxa1 _.1.. 06 < L•RR1 JOIDi \V/ 'f 1-JDR � ��PER fz pLKG FOR BOREW Pql PLW , EMpEDMENT a11 euc�G Tm PORT B W TWIFJE DrcW P4•Ism 11 x0 AT IAON -- BIDE OP Me"L For I!4'x 4•DDD DLllW U AT 1-JOIDT FwmAT"Y WNER]I•JONT PARALLEL At I-JOIN TM RAHM JU TO NID WALL.DCIR!W AT PARALLEL 1-JOIiI TO RIM w f!1 ROW! CONDITION E%IBIT 0 yy 4'aos DrnEm! DTAIR R41LMG. E]L•ILOOR TO pLOIX No: Revision: Date: NEWEL OS7 PONY WALL CONNECTION TIT EIDC 07/18/08 F] CONNECTION .EEO I 4,.H PoeT No.I I I eTR AT Am'oL.nAx. I� �IRETa°. PLARe I zoF 2 r eo.pALIbTER � Q ]z FLAT NAILS I I EPA^.ED DEOCMG I I •DIA x i"LONG LAG PER ARDN.RAJD I I ILTEA NEWEL FGN lYM1ERp,TP.w 4'MRL AT 4'-O°11,PER DETAIL AMOYE - &13m.INTO DEOC EM. pO BI LAG GMW �or� `OR STRUCTURAL j'DIA z 3•LONG ]• DED DLI�Wp W MIN DETAILS y'EnpEDMENT.PREDRILL To PI]E'.ETIr ePLITrING aN` (])I'DIAx 4'.LAO Dcac JOID»PER eaEue Ar Dr•ero w PLAR w LIN w . DATE: 07/18/08 MRL D•@IEDMW W pCN'I eeAr�PRrRa JOB NO.: 08-1107 SCALE: N.T.S. BALUSTER CONNECTION HANDRAIL CONNECTION DECK GUARDRAIL CONNECTION REFER ro ARONI]ecTwAL DErALe SHEET# FCR RY¢TNER kFOR1AT10N TYPICAL HAND/GUARDRAIL CONNECTION5 S D5 SCALE.N.T.S. H6RAILDW6 a x � - _._-_.... REN9W5]DATE y •�3'�,�.�I �=.�'„•�=� �,�_� �'.�s�;.��1 SHBFINFame�lP>'�gatFlon RENSIBxs BATE iHeNy Flame°Pe_nalR-Standard Sarhs — ... H,�,,,•r,r,t L,=-L'3Lw'g�`w...^9 f•-`-�:S!,a',wl I:b°::s.®::".mF� A)Concrete conlraator should uw Hardy From,Temploln 1,maNtroNly plan embed boll and Hardy From.Bolf I-..•r,—I ,,",,,••, g�,y, 1-""""""�'1 ,C:",�"mvy 1•»,r•,..{ MODEL HEICXT WIDTX OFPTN Nmn DOWN' OTYAMIGN.&pAx BOTYATCRENA OTYAT s B)AHach shgb ussl(HFT)or reuaoble(RHFT)Templates to a formboard of 1—th,fpedfNd on plans, Boll Brace - w..., yr ...+, "w.!'�°'2. "» w•� r..� '°�,,'tg,— ,;..j•.,yY NUAIpI NCNEA NCNE9 INCHES BOLT pA IN INCIIQ TOP OTTOM i F_-„ aH I��+•W conneN of the emMd end of M,bald corn boNe, w „a-^^ „»••, w —.'.. —�� L..,. ... HFTBa12)/B ]8 a 3n2 Tre NA ) ) C At MI,Hor footings iemplaleo may be secured in place using slakes. vbi°"mow— W O O O &gr. )Noting design,emMd depth,and ban edge/end dbbnrn or, the dal f nrnrd. HFBx12]re B11H 12 112 Tre NA 8 B yGgm.. ..... per goer o • y„•+•• •'+• n. .< HFBxn2Tre IUTo 12 112 Tre _ E)b2:Fir t Floor the Hardy Frame will M Installed on ancrela or a mudslll and waist to delolle for nammnd,d N CO CL+ '� RiPi NOUN HFI Os12 Y8 1161N i2 112 ]re EE�NA 6 6 �""'• '�' w'S:.. ^•• 1• ""T Might of bon oboes Ilnbh concrde — O HF70r18 T/B re 18 11rz )re NA t0 B y�e ; ! „T'w•"m Shp 2:flat floor InelalM'an an a 5111 Plate XFTw1B 1-1re 78 16 112 t•/0 NA B Es +,g• L w=�Y+ 1- A�q • A)If IM HardyFront Is k be MNolled on a mud,lll plat the bottom alone and cat the length 1.makh Me whit of HFIl I-I 911N 18 112 Tre NA 8 e •Y" O cc w•,w,w+ '.•� L y^°�+ to Panel.If located nest to a door oponing,allow IM pal,to run Into the opening �a HFBx181-Ire 921N IB 1112 1TAB NA 19 11 C } ^+ l.7 gwvF�. Tr Aa,'. HF9x18]re 1D47N IB 112 TAB -NA ) T N "w•2 A' '� Fwv r(..di Yk; wad P1Ya �Y�(AT 8)SH to Xardy Froma an the obod Mlh. C o `� 9 RQ'••w .�, L" ""�/ +°'» " NFDx181-tre 1M-1/1 is Sll2 1-Ire NA 11 B -"' usn«naxa000gx wrwm N.rmuoNOLo wm ,. .. "• Sri C)Ross sandals flat or SAE wash,,and nuh on all both. Tighten rule uall snug fight. U i) ��+' ""' '"'»»� �5 �.,.,'•" HF1h18]A 1161// 19 112 ]re NA ) B a,�„.M �, T I O)Alln framing and plumb b IIn,oro complNs,Instill 1/4"x3',caws IhrougA the lop of Me Fram.into IM doube BE,ne••.,•.., HFION181-tre Vital 18 SI2 1-tre NA 10 8 (n owwe°rwm hp pat.,or header above. Top plates coati be contl.....or how a minimum 8'lap al spit..,. O HF11x187111 !Mill 18 SI2 TV NA 8 B uaa• wAexsws) Shp 2:flat Floor Inskllallon on Controls C ttARDv rMAE•PANELB IN mACNEa cox. NIADY FRwM•FWELaW9TACNED COxo. , HFINIB 1.119 iMIH 18 St2 Lire NA 8 T ..w»Y•� "�•� •r PAxELseTRUOXTeTAdc ^ HMOY Fw•AU•P,WGie sTiw XF12x1p]N 14o1N 1B 112 7A NA B 6 V -- o — A)Inekllotlon of a md,fi—bamer s,,h as Mohrop or 15i fell is ncommand,d antler IM Froma. F�x:°Oxb,-WW, NDYFRARE"W Nurse WASNE mglelE N� O HF12x18 t-1/B 1461H 1B In 1-tre NA 9 B V siu_ (LJ B)SN M.XOMY Forme over IM embed bdl. W •'w "" q '•'^" HF19+18]IB 162-IH 18 St2 ]re NA 6 5 LLL —•^" r°°--•ter •�... C)Place round(cut)wasMn and nuh an all Mlh. Tighten not.udll snug right. _ HF19x1B 1.1I9 162-Ile 18 1n2 1-tre NA B 6 ' D)After fromirg and pone R gas on...plot.,plot.a 2x filler Dbw.Me From.to make uD the height dlflennc. O ,r t ROFES O n c Nd by eliminating His sill plate,and canned wMN 1/4"x4-1/2•M,,,through to lop of the Fromm.through the U N NFT8v24 71B1.1 re b 312 )/B 1 EA Y4' 14 12 V U$ WQ '� NF)Bx241-tre YB 24 Strz Lire 1 EA.W 22 IB '— N tillx and Into M,double lop plat.,or heodor oboe. for IBNn larger Than 2.ai,rater I.detail 3-NF2. Vft�...5�..,®.�.,^9 a,Sil °icy„'- °° - - w HFINU Toy B31H . 112 TN 1EA-W 12 10..uw » HFIINN I-Ire 911H M Sl2 1.1re I EA-Y4• 19 roe H Step h 3:Inshllallon on Floor 5 clams-Powl an Nar Froma Boone Plafe(Sao Nard frame ~ M .w HF9x24 Tre I(MLIM 24 3.12 We IEA-3H' 10 B— O o•� P Y dY 9 ( Y page HF3) w m A Imfidl a solid 4,or 6.rim In M,Moores Mlor Me Panel.PSL or ISL mahrlol le ncommend.d. O 1..•wrtw.y 1+�••l•—I HFm241.1re 10NN 24 312 1.118 1 EA-9N' 17 16 Ul W a ':.»esm�.w� PNIEL ) Y em (n d Evy. O n' h•��^+-i J B)Nash Me/loot aMNing and acmr each end of the Nerdy Frame BwrinB Pid,dincHy to to H.MIoW w8h J y JS �.�., •,+, .a,+.2.w �r� XF10xM Tre 11B-1N K 112 T/B tEA-W4' p B _ K f�.Tr•a. W K C HFtOrbl t-Ire 1161N 04 112 1.1/8 1 EA:Y4' 16 1! W 1/4"x3"(min)screws per schedule.If Me rem is 4x,odd a 2.ledger 10 allow for boundary roiling of floor shefng. 3 ) \ •w.•o ��° �.'2..u. °x HFtlx2/lre laths M 112 718 t EA-Y4• B 8 Z V� C)Ilex 'the s,coM ibor Penal dlracHY on Me badng Plop. Q U� 7TE YAITfO All _ slowHFI I.0$-i/g 120 1H M 112 Mill 1 EA-9l4' 14 12 Q 0)Joe all thread to soonest Me bottom-Donn to o Panty,Fmme or Post bdow.NW.to be snug right. »� HFI3U Tre 14D1N b 112 T/B 1 EA-W4' B T d E)N nwanary,insoll I/!"x!1/2"(mfn)scree trough to Pon,l leas,,trough the BMnnp Plats and poelraliny HF13NI IN 140,1H 1 11/2 1-I/B 1 EA-Y4' 12 Me Xm Mlow. m O •mow HF1121 Tre 152-f14 M 11/2 ire 1 EA-U4' ) ) . 39,'"d51TP„ h AHer Iraming and plumb d Iles an.ampleM,plea o L IAler ales IM Froms to matt up to height clilennc, HF19.241.1re /52.1/4 M 112 I-Ire 1 EA-Y4' f2 10 F .a,w erwhd by ellminaNnq IM MMom pale,and sand wtih 1/4 4-1/2"eerara through Me lop of 1M Fram,,i"N' �i=+ 8 5 �°" Pay N„p LIE Ms Illl,r and Into Me doubN top plates or heodar above.For fllhn larger Man 1-1/2'not,rotor to dohll 3-NF2 O _ 11)Htltl d led v on I n a ro4 nth lzx]•xr pbh n B.N Brn HFB tlw Eta me an "2A° ni 0 g 'iy ni led dap Mersa BdblM and era th.plel.wira py wen ASTMA98.tlea�s Fed' Not,hadalbNon methods may wry du,to fob sondifions 0nd/or apeclRaafons by the registered design prafeodanal. IET'� in8 h—k tu•d. P7 wM ASo.•rIn)a min mum ell NI 6 U C ,�w'iris uTw^�v,•�wr �— wYt' 1,?i A,a.w.,....-- •� � �• Pwlu oI9111M,( elud 9 hs . m.ww a ww o Ibwtl f 99.M b )r.He n,N g 12 g Nd atl m q'1 a avxy N V V ! Y aY o,ticRs ww a; �n y a ®.^. p t Complying cmn v.Hardy f HFB n UBP WS v«I q�el. I f_ `O aT gAre prinv »f Min oa a< NnUh I.]'br M tap db11T b tM boll N.VJh Ii 9 2s �M Z t •,,,-•. O,E L HNrm'rAW[vAHELsI : IR (wood Xheminlmum ePcilc gngty NOfiP/el h tplh I pro' 1/Y _�TIF�"T,1FR--I�IApI{IIj{���{\1i{ WMVFRAAE•PAxGLW9TEELeGw NAROY FPMIPMNEL wBTMLEOON BFAH HARDY FI,NE•pAxaLe rOPOe Cd0 (1 5)B tlbtlmm aan«tl.n eppyt I ell n8o y M p •soon MMn is O • ° - w"'"'"�'"""—• �� ® .mwnsMiwlm,lor,Sc.—irslelleainlhe Penh be—alpar. S TBDouBLENUT "» u e< w aOm Helsy Fnme B.Nrg Plel. llk HAAOYFRANE SE,.i DNA HARDY FPAMEtroBTeAeE ON FSAIReeecTlRx..,» . .... _ OBL xVT NMM mxaX catcsE F,CO€i5��v/FL������-- �e alXerww 4--1 [ O use 51 � _ __— �.q e•..,. � °w,:d"` ! IIt�I'gII�,} i A� '^< � LL WI......,... ,• ao ® N��.q,s,•m..r..�.u.•, !�-J II ,�1 �a' �n O° ,M1O sit•••-'-- '::tB'xs Z <m r.w.'.','Mw+: wwgr.w,m:,.awWrwrr. .,WaL nec„ ILF I}i-I♦ I( am z L.L < gw � po o0 _,,.. 'Ils'til"s••T, w •+� 2�rr. a �--R r� ♦--1--+ w _ xmRuu•i amps UO �I/�1 O S1'°s� a2,s^- ) m �� w —,�.>'^. F+.•..t....1 = trig " « eu„re. N� Q Fro ZRIPM W_ z w J6LZ. RIED __— w`w Val �.°� I I I ���9T1 �—[\may„'urv.•"N�wO wwqred A. I Is DATE: a * ......,..,»,. w"w..F..M.`w .�w TT "aS' +:to .w"6u•...T� y U �J r.S. �"" r.: Q 1/1/09 .q•.,.,...w a- .,»-.,.I .,,.,, w..�.,.::'1::`.. Y a N^ Hm�.� DATE: 7 .,. x�—aa '.,` e"•.,rmrn...•+... .w:w:r`x:,:" __ I/1/Poo. L yGIt65LD'i—. ^__ ® h PAHELS-9OLT k j?,EW ATTTRN a 'a".•, ,' �,w wwr�..gm woo. »�—+�— y rl wn� N.ADV FPM.tE'ATRweBB FLOOR HFADgn^ _ PUTE Bpevl r\ H•wvrRARE � Hwo+Fwsa•.x rwem rowwn.x HF3 Hard,Fro HOLD pONN AT 91EM WALL/1 TEMPLATE Nli ASSMBLY ANB INSTALLAPBN FDR TEMPLATE AIT ASSEMBLY AND INS)ALLAIION FDR �,7 fbP AN—HG B� �wns�iw ewr•sw.wrw•ewes. H F1 W••� .» F» w...,, e..w `� FLR —w HordY Fra —... Hardy Fr PANElS MEIXy HARDY FRAME 20M IBC HOLD OEM EMBEDYENTS _ FD N W /A' ON4I.A. _/ I HaNy F/eme°Penele-Standard 9erles RENwO ANCH.BOLT°8CREW aA BCREM 1A 2 n TOP PLATES OR OTHER CWLECTOR TWNECTORS PER MODEL ..OH! WIGIN OPTM HOLD DOWNf OTYSDIA OTYAT —AT �� 4i Me PL re TOP PLAIT NUMB7N NCH NCH INCHES EOLT qA N NCH® TOP BOTTOM LO O FILLER BY T��� o�E HF]bi12]IB TB 12 312 )re NA ] ) 2 x 8 FILLER-, DT1 5 HFBx12]re B21/4 12 312 TM N4 B 6 HFW2Tre 1041H 12 312 ]re tNA 6 5 T 4F1Or12 TIB 116114 12 SI2 ]re 1NA fi 5 � 1y O IADJACEN U 1/2'HFs 0 1/�E r(M„x•7)Ijss HF]&1g]IB )B 1g 112 )M NA ID B �A `' -1/G•N'i SCREWS SCREWS OR EWN. HFBdB Tre 910 18 112 )'n NA 11 8 J� 1 HF]gA18IN ]8 18 &in 11. N4 16 9 O I1TT ' coat ) O O SCREWS NAA$EW O I WTMOFNO FOR FLANE I PEA N NFBx1B 1.1re B21H 18 &in 1-nre Y9A 19 11 m LOA05 BY DY NAMY FAAuA PANG HF9x1B Too 1DH1H 18 112 ire tat T T L HApmrmArrF,FwRDD OTHERS HFB1181.1re tOs1H 18 112 1-1R NA 1f 8 I]Y r .AMP PAHFL HF1Oit8 T18 1181H I 1In ]re NA ] B C � '` 1 »»ate L HF11.1B1-fA I—At 1B 112 Intel NA 1g B 'C HF11a18]-I 12B1I4 18 3.12 Too NA B 8 E 2 `�^''�w»^•"• "RAC• HF11x1B1-1re 1261H 1B 112 I-Ire NA 9 T O HARDY FRMAFPANEL WITH RAMEPANN WIIXLPYlER IIAROY FIbWPPAN¢ATIOPPUTW /\ NF1318)re 14DIA4 1B 112 -1 NA B 6 FA<e)orAawrtALunoxwNb,ILw ""^"•""'^"� »" wirrw,+.,�•• wv axe ww•v.ex +•^� HFIN181-tre 1gIN IB 11. 1-Ire NA 9 6 +"' •• Retools Tre 1631H 18 3.12 -TM NA fi 6 OV M W XF1Y181-tA 1521H 10 112 1.1re NA B 6 LO 1EA-We 14 12 HF]i24]re TB 2r 312 Q- XF)♦r2/1-1A T8 N SI2 1-tre '1 EA.Y4• 22 18 a HFBx24 TA 911H a 112 TV 1 EA-304' 12 10 f HFB241 Ire 92114 24 112 1-tre 1 EA-Y4' 19 1B HF9,24 TV I.s. 24 112 TV 1EA-3/4• 10 9 HP..1-1re 10l106 24 S12 1-tre 1EA-SAY 17 16 W d HF1U24)re ttaw x SIn Tre IEA-W4• e e Z C_ No: Revision: Date: �:'nw'ns„gla mwj HFtlh24 n-tA 17NN 24 SI2 1-tre 1EA-Y4• is 14 Q U. ,sW„r„ Amy a• n HF11x24)M 128114 M 112 ire 1EA-94' g e W Ua A Y „ n4 iu TRNA S i O i -I--s—T XF11x241-1,1 12B1H 24 112 1-1M I EA.W N 12 — I BDC' 07/18ro8 .cow HFth24)re 1461/4 M 112 Tre 1 EA.Men 8 T AMELONALHF12t241•fre 1.114 24 1112 Its IEA-9H• 12 11 I I FOR eOtR ECTIONM XEAOMLIpo"ALIBEE HFI3N247re 162n/4 U St2 ]re 1EA-Y4' T ) wIENAxx nuELaeeuRsesa:WalenrAx) HF"MI-Ire 1621/4 24 312 1-119 1EA-Y!' 12 f0 O Oswnr•r __ �xlp FORft Poµ AL HEADER 1)Htlddaen babe ref t No.rod J wit 1rzY919'p weh,nrBtll Brace HFBB dautl.nuOWnIM e O wb,g sped offlo,to,Bath rod tlM.phb Mn mus compY wM ASlAl A 98. as u 2)MNrbf ot ply wNn ABm A9U/. 9)SnwwwlH d el wm Mln.and e80wrb1.ani°�LNa.at]111be(nd,NIN,th, U E rt�,.rew.rw.w.m.,..w lei -.... dlarw.119 -ncwselM ea nemnMtirq l2q eld mwaod Nlh e.prih PMy f0.60 ° a,.MOAr..n.eoT+orvs'grwnr. \ I 11ONAL s T argesee-Campylnp.mess en Hera Fr„n.HFluaw,USP WS-wd,,,r " a ss ,•vT Fed¢ O ORxE,DEROm 4)MwNwNAroANs1wmv Nnph is 9'bthe top na4-12`blMbWan-madam.WXn lnsaerg,2e xa HrIwosMM n map VeLn)'at0.fi0)el Me A>p,iM minbum umrl"^ah sbl2' Zt N(PoRTAL CDNp1gN /� NARG,FR a PgtTAL 6)Screw,Y bdM cm..w-tian,pply to IneteRsil.ne m Mr gatems rbwma eM nplM,anchor bfa w 3 Mon P ET ges I Rrwn,or h tmeM,S< Msssedin M.PnNlo.wir.H Frra Bwd pal, .3 w,••rr.°uw.u• Lev,°• I FOR TopPUTEUCGNNECDON BEE ^q - ••» oETAAHP2wrx Ymmv°1LD( ..•o I aGwLex:nMERB �^ L<PI,i II TABLE"I YALUEB � ��nw U Wj" HARDY PANEL FOR FWAE TO FACE I OETAL x„F,pRON X eWANRA �� �--ti.. � rcrcm:i DETAILS EMABE DETAx.aRpi OH WrpCRE1E INLEI.FuU — 6�ff�. O I °" ( ea hl 11,11 d1old 1"11 q ve 5 x 9/4'.x 10•Ae.a zr PANEL aNLr .,_ se— Mum SEE FOARIGATON DATE: 07/18/08 IL 11 w i rRIP — or Holy — n. e:a• — JOB NO.: 08-1107 rraprT q+�,_Y SELECTING A PANEL INSTALLATION 1)EMBED _ -- '- _ DATE: SCALE: HF1 FOUNDATION PLAN ,L 2)BASE CONNECTION� � ''"�—•'D' 1/1/2008 —a—xmOFR n NMRDYFRMAE"FOBTTOPCaNNECTpx T 3)TOP CONNECTION HF2 FRAMING PLAN HARDY FRAMEPANEL 4)FLOOR SYSTEMS HF3 FLOOR SYSTEMS-- "W rRAWE vAnGLas ACNm /� ADDITIONAL HOLE LOCATION CHART H F 2 SHEET# �� FRMG H ZN 2?� 'I' O m a lag ® U Qst 0z gT 0 AIR DISTRIBUTION DEVICE SCHEDULE MECHANICAL LEGEND HVAC GENERAL NOTES ® N� �Ii MANUFATURER APPLICATION BLOW MSD/ NECK DESCRIPTION SYMBOL € u T1K. NO. REMARKS I. SCOPE: FURNISH AND INSTALL COMPLETE AND OPERATING AIR t MODEL NO. t TYPE PATTERN PBD SIZE SUPPLY AIR DUCT 55CTION CONDITIONING SYSTEMS INCLUDING BUT NOT LIMITED TO AIR C5-1 SHOEMAKER#950 CEILING SURFACE ADJUSTABLE YES SEE 5CHED BAR TYPE, ADJUSTABLE SINGLE DEFLECTION RETURN DUCT SECTION -- - CONDITIONING UNITS,FORCED AIR UNITS,AIR HANDLERS, O o EXHAUST DUCT SECTION a----- HEAT PUMPS,DX COILS,DUCTS,DAMPERS,GRILLES,CONTROLS s CS-2 SHOEMAKER NN200 CEILING SURFACE 2-WAY YES SEE SCHED CURVED BLADE STAMPED FACE AND REFRIGERANT LINES ETC.,AS GENERALLY DELINEATED ON E CS-3 SHOEMAKER tt200 CEILING SURFACE 3-WAY YES SEE SGHED CURVED BLADE STAMPED FACE THERMOSTAT THE MECHANICAL DRAWINGS. > PRIMARY CONDENSATE -PC- 2.CODES: ALL WORK MATERIAL AND EQUIPMENT SHALL BE N g 5 2 C5-4 SHOEMAKER n200 CEILING SURFACE 4-WAY YES SEE SCHED CURVED BLADE STAMPED FACE SECONDARY CONDENSATE -SC- FURNISHED AND INSTALLED IN COMPLIANCE WITH THE ao W5-1 SHOEMAKER#q50 HIGH WALL ADJUSTABLE YES SEE SCHED BAR TYPE, ADJUSTABLE SINGLE DEFLECTION DUCT DROP - FOLLOWING CODES AS ADOPTED AND AMENDED BY THE N s e o DUCT RISER INSPECTING AUTHORITY HAVING JURISDICTION.NOTHING IN W5-2 SHOEMAKER#B50 SIDE WALL 2-WAY YES SEE 5CHED FIXED STAMPED BLADE FACE DIAMETER THESE PUNS 15 TO BE CONSTRUED TO PERMIT THE d n n c€1 SHEET METAL S.M. INSTALLATION OF WORK,MATERIAL OR EQUIPMENT NOT , 0- WS-3 SHOEMAKER HITS OR a350 LOW WALL/TOE KICK 2-WAY YES SEE 50HED FIXED STAMPED BLADE FACE CONFORMING TO THESE OR OTHER CODES APPLICABLE TO THE z 2 GALVANIZED GALV. PROJECT, W ,n P 8 B w FS-I SHOEMAKER N350 FLOOR SURFACE 2-WAY YES SEE 5CHED FIXED STAMPED BLADE FACE MANUAL DAMPER m?.' s=a CR-I SHOEMAKER#VOFG CEILING RETURN --- NO SEE 5CHED AIRFOIL BLADE, PROVIDE I"THK FILTER A. 1997 UBC t 2001 CALIFORNIA AMENDMENTS(2001 gg g i 2 CALIFORNIA BUILDING CODE-PART 2,TITLE 24,CCR) Q C P s s WR-I SHOEMAKER NN920FG WALL RETURN --- NO SEE SCHED AIRFOIL BLADE, PROVIDE P THK FILTER FR�r B. 1999 NEC AND 2001 CALIFORNIA AMENDMENTS(2001 _J o" If ® CS-I(HIGH CLG.) CALIFORNIA ELECTRICAL CODE-PART 3,TITLE 24,CCR @g CR-2 SHOEMAKER#1075 CEILING RETURN --- NO SEE SCHED RETURN AIR GRILLE W/1/2'SPACED LOUVERS CS-1 L. 2000 UMC AND 2001 CALIFORNIA AMENDMENTS(2001 CMC, - a LL a CS-2(2-WAY) CALIFORNIA MECHANICAL CODE-PART 4,TITLE 24,CCR) CE-I TITUS Nt50F OR EQUAL CEILING SURFACE --- NO SEE PLAN I/2"EGGCRATE, WHITE FINISH MST LETTER-LOG C-CEILING �y s W-WALL D. 2000 UPC AND 2001 CALIFORNIA AMENDMENTS(2001 $la p NOTES: CALIFORNIA PLUMBING CODE-PART 5,TITLE 24,CCR) E`S f-FLOOR -s CS-3(3-WAY) E. 200D UFC AND 2001 CALIFORNIA AMENDMENTS(2001 i- L THE 92OFG SERIES FILTER GRILL 15 A HIGH QUALITY GRILLE WITH AIRFOIL BLADES.IF A STAMPED FACE RETURN 15 USED IN LIEU OF ABOVE SPECIFIED ITEM,THE CALIFORNIA FIRE CODE-PART 9 TITLE 24I CCR) s CONTRACTOR SHALL PROVIDE A LARGER 51ZE AND/OR LARGER NUMBER OF GRILLES.REFER TO SPECIFIC MANUFACTURER'S DATA FOR SIZING. 2ND LETTER-SERVILE Imo-SUPPLY F. 2005 EDITION O'TITLE 24,TITLE 24 CALIFORNIA CODE OF 2. THE THROW PATTERN SHALL MATCH THE PLANS.ALTERNATE SIZES OR MANUFACTURERS MAY BE UTILIZED.THE CONTRACTOR SHALL BASE THE ALTERNATE I -RETURN -► -4(A-WAY) WORKMAREGULNSHIP, ALL (PER ROOT RAvr-Section HINTS, O NOT A) L 3.WORKMANSHIP: ALL WER ACCORDING G TO BE DOVE IN A NEAT IF STRUCTURAL CONSTRAINTS, DO NOT ALLOW THE MINIMUM RADIUS OF SELECTIONS UPON A MAXIMUM PRESSURE DROP OF TIO @ DEVICE t A MAXIMUM FACE VELOCITY FOR SUPPLY GRILLES OF 500 FET PER MINUTE.THE INSTALLING E-EXHAUST WORKMANLIKE MANNER ACCORDING TO THE BEST TRADE BEND, SHEET METAL ELBOWS SHOULD BE USED. CONTRACTOR SHALL HE RESPONSIBLE FOR VERIFICATION OF THE SUBSTITUTED DEVICES MANUFACTURER'S CRITERIA. PRACTICES BY THOSE SKILLED IN THAT PARTICULAR TRADE. 3. ACCEPTABLE ALTERNATE MANUFACTURERS SHALL BE JtJ,AIRMATE,HART t COOLEY,LIMA,TRU-AIR. ® WS-I(HIGH WALL) EQUIPMENT,DUCTS,GRILLES ETC.,suALL BE PLUMB,LEVEL, r SQUARE OR CENTERED ETC.,TO PROVIDE A NEAT AND NUMBER [OE�E ® W(To�a�W"LL) STRICTNG APPEARANCE.ALL COMPLIANCE WITH THE PARTICUAR MANIPMENT 514ALL UFACTURERTALLED IS AIR DEVICE NECK SCHEDULE RECOMMENDATIONS. _ MINIMUM i"�► FS-I(FLOOR) 4.AVAILABLE POWER: THE AIR Ra CONTRACTOR SMALLCONFIRMM ALL SYSTEM VOLTAGES BEFORE BIDDING OR NECK/CAN SIZE ORDERING EQUIPMENT AND ALLOW FOR BUCK t BOOTS ----- - - -- SYMBOL DUCT SIZE CFM RANGE SYMBOL CR-1 (CEILING) RECT. SQUARE 300 CFM•CUBIC FEET PER MINUTE � TRANSFORMERS IF REQUIRED, 44 0- 35 8'x4" N/A NECK/CAN SIZE /- S.DUCT SIZING t AIR BALANCE:THE AIR DISTRIBUTION DUCT 51ZE CFM RANGE 12'x 12'.NECK SIZE SYSTEM(DUCT WORK t DEVICES)SMALL BE SIZED t 5" 36 - GO 8"X6" N/A RECT. SQUARE m WR-I (WALL) BALANCED TO DELIVER THE SPECIFIED AIR GUANTITIES AS - 00 61 - qO 1011xb" N/A 4"0 0 - 35 10 X2 ' N/A (NIGH OR LOW) NOTED ON THE PLANS,FOLLOWING THE PROCEDURES t CS-I 7"0 91 - 120 12"x6" N/A W5-3 510 36 - 60 12 x2 REQUIREMENTS OF THE LATEST EDITION OF THE ACCA MANUAL 8"d 121 - IBO 14"W N/A (TOE KICK) b"@ 61 - 9O 12"x4" 'J't MANUAL'D'.BALANCING SHALL BE PER PROCEDURAL EXHAUST FAN(CEILING) STANDARDS FOR TESTING,BALANCING t ADJUSTING 9"@ 151 - 240 14"x8" N/A 7"m 91 - 120 10"x4' N/A ENVIRONMENTAL AIR SYSTEMS,THE CONTRACTOR SHALL - 10'0 241 - 380 16"x8' N/A 8"m 121 - 210 14"xb' 1 NIA PROVIDE ACCESSIBLE t ADJUSTABLE VOLUME DAMPERS I.Radius at center line 2.The bend shall be no sharper than If it (SHOWN OR NOT)AS REQUIRED TO BALANCE THE SYSTEMS shall not be less than were bent around a round surface having NECK/CAN SIZE NECK/CAN SIZE AND MAINTAIN A NOSE CRITERIA LEVEL NOT TO EXCEED 25-30. one duct dianet m er. diameter equal to that of the duct being I CLIENT CHANGES C.P. 05-11-06 DUCT SIZE CfM RANGE RECT. SQUARE DUCT SIZE CFM RANGE RECT. SQUARE MATERIAL SPECIFICATIONS b.EXISTING INFORMATION: LOCATION,SIZE,MATERIAL ETC.,OF bent. SYST ,STRUCTURES,4"0 0- 35 8'x4" 6"xb" 4" 0 -35 12'x2 N/A 155IISTING DEEMED TO BE RELIABLE BUT 15 NOT GUATR�EED.PIPING'T14E�" MINIMUM RADIUS OF SEND FOR FLEX DUCT DETAIL SUBMITTAL SET J.H.,C.P. 01-05-06 5"0 36 - 60 B"xb" B"XB" FS-I 5110 36 - 60 0"x4" N/A CONTRACTOR SHALL FIELD VERIFY ALL DATA BEFORE PROCEEDING C5-2 6"0 61 - qO 10"x6" B"XB" 0061 - CIO 14"x4" I. ALL MATERIALS SHALL HAVE A MINIMUM PERFORMANCE WITH ANY WORK.NO EXTRA COST SHALL BE ALLOWED FOR V. DE96RIPMON DATE CS-3 TEMPERATURE RATING PER UL-151(DUCTS), UL-181(CLOSURE CONDITIOFIS NOT AS SHOWN. _. __ No. T'0 91 - 120 12"xb" 10"xl0" 7'm 91 - 120 12'x6" N/ 7.ACCURACY: PLANS ARE DIAGRAMMATIC.THE POSITION/LOrATION CS-4 , SYSTEMS FOR RIGID FIBERGLASS DUCTS)UL-1815-FX(CLOSURE 8"0 121 - 180 14"X8' 12NI2" 8"0 121 - 21r 14'xb" N/A OF EQUIPMENT,REGISTERS,GRILLES,DUCTS ETC.,SHOWN ON SHIEST TITLE: z 9"0 181 - 240 16"XB" 12"xl2' SYSTEMS FOR FLEXIBLE DUCTS)AND/OR UL-IBIBM(MASTIC); PLANS ARE APPROXIMATE AND MAY BE SHOWN AS IS FOR RECOMMENDED 10'd 241 - 380 16"x10" 14"xl4" t MIN.NECK/CAN SIZE BUTYL BACKED TAPE MAY ALSO BE USED TO SEAL CLARITY PURPOSES.ACTUAL LOCATIONS FOR EQUIPMENT 54ALL MECHANICAL LEGEND, NOTES, DUCT 51ZE CFM RANGE DUCT, DUCTHOARD AND METAL DUCTS. TAKE INTO CONSIDERATION ACCESSIBILITY,SERVICE DETAILS 4 SCHEDULES RECT. 5QU REQUIREMENTS,LOCATION OF TRUSSES AND JOISTS,ETC.THE 11 DUCT SIZE CFM RANGE E20'X16 10'z10" 2. CLOTH BACKED, RUBBER ADHESIVE TAPES(TYPICAL DUCT CONTRACTOR SHALL CONFIRM ALL DIMENSIONS,LOCATIONS* PROJECT RECT. CK/CAN�ARE N/A 209 - 292 ' I " TAPE) CLEARANCES OF AC UNITS,FURNACES,AIR HANDLERS, CR-I N/A 2% - 408 ' 1 " SHALL NOT BE USED EVEN IF UL-IBI RATED. EQUIPMENT,FANS,WALLS,PARTITIONS,BEAMS, OX d JAGOBS R05ETTA CANYON4"0 0- 35 8"x4' N/ATRUSSES ETC.,AGAINST ARCH1IECTURAL<STRUCTURAL DESIGN ACCEPTABLE a 5"m36 - 60 8'x6' N/A WR-1 N/A 40q - 533 16.1 16" PLANS FOR LOCATION,CONSISTENCY t ACCURACY PRIOR TO LAKE EL5INORE,CALIFORNIA b"@61 - q0 10"xb" N/A N/A 534 - 664 " " IB° 3. ALL MATERIALS SHALL HAVE A MAXIMUM FLAME SPREAD RATING COMMENCING ANY WORK.IF ACTUAL DUCT FIELD LOCATIONS 7"0 ql - 120 12"xb" N/A N/A 665 -833 25'x16' 2 N20" OF NO MORE THAN 25 AND A MAXIMUM SMOKE DEVELOPED VARY TO SIGNIFICANTLY AFFECT FINAL AIR FLOW,IT IS THE B" I I - I80 14"xb" N/A N/A B34 - 1000 24 X20 25 z20 36 xl4 RATING OF 50. RESPONSIBILITY OF THE MECHANICAL CONTRACTOR TO CONTACT CON30L PRIOR TO INSTALLATION. "'""" T 9"4' 181 - 240 14"xB" N/A N/A 1001 - 1200 36"xl6" 30 x20" 24"x24" 8. COORDINATION WITH OTHER TRADES: I` 10"@ 241 - 380 I6"X8" N/A N/A 1201 - 15. 30x20 30'x24" 4. ALL FACTORY FABRICATED DUCT SYSTEMS SHALL INCLUDE THESE PUNS WERE CLOSELY COORDINATED WITH AVAILABLE ( NOT ALLOWED NECK/CAN SIZE N/A 1501 - 1664 20 x4O" UL-181 LISTED DUCTS WITH APPROVED CLOSURE SYSTEMS STRUCTURAL t ARCHITECTURAL PUNS PROVIDED TO CONSDL AT uJ DUCT 51ZE CFM RANGE N/ INCLUDING BUT NOT LIMITED TO COLLARS, CONNECTIONS, t THE TIME THE DESIGN WAS PERFORMED.SUBSEQUENT RECT. --. _... c SQUARE A 1665 2080 20x50" SPLICES. CHANGES TO THE PROVIDED SPECIFICATIONS OR DRAWINGS MAY 9 p 4"0 0- 35 B'x4" N/A NOTE:ALTERNATE NECK SIZES MAY BE USED,REFER TO MANUFACTURER'S DATA ADVERSELY AFFECT THE FEATURES OF THE MEC44MM DESIGN. 0 Z) R?' FOR WIMUN PRESSURE DROP t VELOCITIES AS NOTED IN SCNEDULE. EVERY REASONABLE ATTEMPT HA5 BEEN MADE TO BE cO `_ 5"0 36 -60 12"x4" WA 5. ALL PRESSURE SENSITIVE t HEAT ACTIVATED TAPES USED IN p WS-2 6"0 61 - 90 10"x6" N/A IF DESIGN CFM EXCEED" ARE MI SHOWN,USE NEXT E EQUALS SEE. CONSISTENT WITH THE BUILDING STRUCTURAL DESIGNS AND Z N an ABWE NECK/CAN SIZES ARE MINIMUMS.IF DUCT SUE EQUALS CAN THE MANUFACTURE OF RIGID FIBERGLASS DUCTS SHALL BE PLANS AND TO FOREWARN THE STRAI TS ORR OF POTENTIAL DUCT-TO-REGISTER CONNECTIONS IN CONFINED SPACE O o 7"0 91 - 120 12"x6" N/A UL-IBIA LISTED. STRUCTURAL CONFLICTS aR fDNSTRAINTS OR MIODIFlUTIONS & SIZE USE NEXT URGER SIZE,I.E.MAR DUCT USE CCH'ABLK. F- I� 8"0 121 - ISO 14"xB'" N/A LARGER THAN REQUIRED RETURNS ARE ALWAYS ACCEPTABLE REQUIRED.IT IS THE OyINER/BUILDER'S RESPONSIBILITY TO () B p a q"0 I81 - 240 I4'XIO' WA PER MANUAL D,THE MAXIMUM FACE VELOCITY FOR FILTER RETURN 6. ALL PRESSURE SENSITIVE TAPES AND MASTICS USED IN THE PROVIDE FIELD COORDINATION Of THESE PLANS WITH FRAMING, N 10°0 241 - 380 14'10" N/A MANUFACTURE OF FLEXIBLE DUCTS SHALL BE UL-1818-FX WALL5,ROOFS,ETC.,AND OTHER TRADES PRIOR TO CONSTRUCTION.CONTACT THE ARCHITECT AND/OR THE O T ry (TAPE)OR UL-IBIBM(MASTIC)LISTED. MECHANICAL ENGINEER IF CONFLICTS ARISE MAKING CENTEX CORONA MOISTURE EXHAUST PROTOCOLS ice EXH IJST F>4N SCHEDULE MODIF CATION NECESSARY,SPECIAL CARE MUST BE TAKEN L 7. FACTORY MADE DUCT FOR FIELD-FABRICATED DUCT WHEN LAYING OUT FL00R JO5TS/TRUSSE5 OR ROOF V Li m JOSTS/TRU55E5 AS NOT TO IMPEDE THE UPPER OR LOWER THE FOLLOWING ROOMS SHALL BE PROVIDED WITH A MECHANICAL VENTILATION SYSTEM O r SYSTEMS SHALL B£UL-181 LISTED. OPENING OF ANY VERTICAL DUCT CHASE. (EXHAUST FAN, DUCT WORK, t TERMINATION DEVICE)THAT PROVIDES AT LEAST FIVE p❑ LL 0 O p ? MK.NO. MANUFACTURER CFM @ CFM @ SONE5 ELECTRICAL OF WT. REMARKS q.ENERGY FEATURES: ALL CALCULATIONS AND SPECIFIED AIR CHANGES PER HOUR WITH MINIMUM AIRFLOW OF 50 CFM: POWDER ROOM GETS ONE In O-V o t MODEL NUMBER 0.1 SP 0.25 5P WATTS AMPS VOLT PH B. SEALANTS SHALL BE UL-IBIBM LISTED, NON-TOXIC AND WATER EQUIPMENT OR DEVICES ARE CONSISTENT WITH THE ENERGY ❑ Z In o FAN IF THERE IS NO OPERABLE WINDOW,OR WHEN THE OPERABLE WINDOW DOES NOT O E o Ef-I PANASONIC aFV-07VQ2 70 54 0.3 19 .35 120 10 10 RESISTANT. CRITERIA t FEATURES PROVIDED To CON5OL AT TIME OF DESIGN. MEET MINIMUM REQUIRED OPENABLE AREA; LAUNDRY ROOM ALWAYS GETS ONE FAN; F F Ln M i EF-2 PANASONIC#FV-O5VQ2 90 75 0.7 21 1 .20 1 120 10 10 ANT SUBSEQUENT CHANGES TO THE SUPPLIED CRITERIA MAY SECONDARY BATHROOMS ALWAYS GET A FAN AT THE TUB/5HOWER;MASTER ❑❑ 'r w Ef-3 PANASONIC 11fV-IIVQ2 IIO cA 1.5 27 .35 120 Ian 10 9. SEALANTS FOR INTERIOR APPLICATIONS SHALL PA55 THE ASTM AFFECT FEATURES OF THE DESIGN INCLUDING BUT NOT LIMITED TO t\ 1 �°• EF-4 PANA50NIC#FV-15VQ3 150 12B 1.5 40 .33 120 10 14 TESTS C-131(EXTRUDABILITY AFTER AGING)t D-2202(SLUMP E4XIIPMENr Slies,DUCT srzEs t LOCATIONS,aurLETnNLEr BATHROOM ALWAYS GETS A FAN AT THE TUB/SHbWER;TOILET ROOMS RECEIVE A FAN `i-❑ O v o Ef-5 PANASONIC 0FV-20V03 1 00 144 1.3 42 .35 120 10 17 TEST ON VERTICAL SURFACES). DEVICE 5IZE5 t LOCATIONS ETC. IF THEY DO NOT HAVE AN OPERABLE WINDOW,OR WHEN THE OPERABLE WINDOW DOES In I. N I0.EQUIPMENT 5UB5TITUTION5: EQUIPMENT SUBSTITUTION MUST NOT MEET THE MINIMUM REQUIRED OPERABLE AREA. 0 ACCURATELY DEMONSTRATE EQUIVALENCE OF UNIT CAPAOTIE5, MANUFACTURER CFM @ CFM @ ELECTRICAL 10, SEALANTS AND MESHES SHALL BE RATED FOR EXTERIOR USE. AIRFLDW PERFORMANCE BASED UPON DETAILED DESIGN CONDITIONS, THE DUCTS SHALL BE GALVANIZED STEEL 5HEET METAL(FLEXIBLE DUCT NOT UJ i MK.N0. t MODEL NUMBER 0.1 SP 0.25 SP DES WATTS AMPS VOLT PH OF WT. REMARKS INCLUDING BUT NOT LIMITED TO 5EER'5,EER'5,H5PF'5,COP'5, ALLOWED), PER UMC CMG TABLE b-2 WITH A SMOOTH INTERIOR SURFACE OF THE 3 II. SEALANTS FOR EXTERIOR APPLICATIONS SHALL PASS ASTM AFUE'S,SENSIBLE CAPACITIES @ DESIGN CONDITIONS,AIRFLOWS AT ) ( ) w 2E' EF-I NUTONE QTXENOBO 82 69 0.6 39 0.4 120 Id 12.8 DE51GN STATIC PRESSURES,HEATING OUTPUT CAPACITIES,COL DIAMETER/DIMEN510N AND ROUTING SPECIFIED IN THE VENTILATION PLAN. DUCTS TESTS C-731, C-732(ARTIFICIAL WEATHER TESTING), AND EF-I NUTONE OTRENOBO BI 60 1.5 3B 0.4 120 Id 12.0 STATIC PRESSURE DROPS,EQUIVALENT LENGTH of FITTINGS ETC. SHALL BE CONNECTED USING SHEET METAL SCREWS, AND SHALL HE PROPERLY D-202. ALL EQUIPMENT SHALL BE INSTALLED IN STRICT COMPLIANCE WITH EF-I NUTONE QTRNOBO BI FA 1.7 57 0.7 120 10 12.E SUPPORTED AND SECURED USING APPROVED STRAPS. ALL JOINTS, CONNECTIONS AND MANUFACTURERS PRINTED INSTALLATION INSTRUCTIONS. ,S EF-2 NUTONE QTXENIIO 115 102 I.q 36 0.3 120 It 12.4PROHIBITED. ALL OTHER HOLES SHALL BE SEALED AGAINST LEAKS USING MASTIC. PROVIDE EF-2 NUTONE QTRENIIO 112 90 I.q 37 0.3 120 It 12.0 12 AUL-81AB-FXSLISTED OR BEIHALUMINUM-BACKED I BUTYL�ALDHESIVE u, uINDU� TO PLENUMS SUPPLY,RETURN OR EXHAUST APPROPRIATE SCREENED TERMINATION CAP, BACKDRAFT DAMPER AND SWITCHING(PER o EF-2 NUTONE OTRNIIO 112 qO 2.1 71 O.q 120 Id 12.E AIR SHALL BE PROVIDED WITH APPROVED TYPE DUCT BOARD, UTILITY PLAN), STAMP: TAPE(15 MIL MINIMUM THICKNESS) SHEET METAL DUCT,FLEXIBLE DUCT OR OTHER APPROVED �p EF-3 NUTONE QTXENIIO 115 102 I.q 36 0.3 120 I® 12.4 MATERIAL FOR THAT SPECIFIC PURPOSE.PLYWOOD,GYPSUM OFESSIp T EF-3 NUTONE QTRONIIO 112 q0 I.q 37 0.3 120 10 12.0 13. TAPE USED FOR DUCTBOARD SHALL BE UL-181A LISTED AND SO FANS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S QFL,,...,,, , BOARD,056,WWD/METAL STUDS,ETC.ARE 111E APPROVED 'p EF-3 NMI QTXRN O 112 q0 2.1 71 0.9 120 10 12.E INDICATED WITH A UL-IBIA MARKING OR BE ALUMINUM BACKED MATERIALS.BOXED-IN FRAMING MEMBERS,'PLATFORM RETURNS', SPECIFICATIONS AS DEFINED IN THE MANUFACTURER'S PRODUCT INSTALLATION _J EF-4 I NUTONE 9TXENI50 151 1 134 1 2.3 1 53 0.5 1 120 1 10 12.B BUTYL ADHESIVE TAPE(15 MIL MIN.THICK) PANNED JOISTS AND STUD BAYS AND OTHER NON-DUCTED DOCUMENTATION. t�;: EF-5 NUTONE QT200 205 175 2.0 120 1.0 120 Ian BUILDING CAVITIES ARE PROHIBITED. UM N •••y 6 12.DUCT CHASES,SOFFITS t DROPPED CEILINGS: AIRFLOW WILL BE TESTED BY A THIRD PARTY TO ENSURE THAT THE MINIMUM CFM IS o. 132 14. DRAWBANDS SHALL BE EITHER STAINLESS STEEL WORM DRIVE SOME CHASES,SOFFITS OR DROPPED CEILINGS THAT APPEAR ON t ' MANUFACTURER CFM @ CFM @ ELECTRICAL H05E CLAMPS OR UV RESISTANT NYLON DUCT TIES.ALL MET.NOTE THAT THE MINIMUM TARGET AIRFLOW I5 THE MINIMUM AIRFLOW REQUIRED THE MECHANICAL PLANS MAY NOT APPEAR ON THE *: xp. -30-10; M.N0. SONES OP WT. REMARKS TO MEET 5 AIR CHANGES PER HOUR AND MAY BE LESS THAN THE NOMINAL FAN CFM. S t MODEL NUMBER 0.1 SP 0.25 SP WATTS AMPS VOLT PH DRAWBANDS SHALL HAVE A MINIMUM TENSILE STRENGTH ARCWITEC7URAL OR STRUCTURAL PUNS.CHASES,SOTITs,AND fIAFl1OAL EF-I GROAN QTXEOBO 82 6q 0.6 3q 0.4 120 Id 13.2 RATING OF 150 IW t A MINIMUM PERFORMANCE TEMPERATURE DROPPED CEILINGS 54ALL BE CONSTRUCTED 50 AS NOT TO PINCH, ,J? EF-I GROAN QTRFD80 BI 60 1.5 3B 0.4 IZD Id II.B RATING OF 165 DEGREES FAHRENHEIT(CONTINUOUS PER WORK.CRIMP,CRUSH OR OTHERWISE OBSTRUCT THE DUCT A THE EXHAUST FAN CRITERIA SHOWN IN THE EXHAUST FAN SCHEDULES ARE BASED GENERAL RULE OF THUMB 15 TO HAVE AN INSIDE CLEAR CHASE UPON AVAILABLE DATA. 5U85TITUTION OF ALTERNATE EXHAUST FAN MODEL F �\E EF-I GROAN QTROB0 BI 60 1.1 57 0.7 120 Id 12.4 UL-IBIA TYPE TEST).ALL DRAWBANDS SHALL BE TIGHTENED DIMENSION EQUAL TO THAT OF THE DUCT DIAMETER PLUS 2 INCHES NUMBERS, OR EXHAUST FANS BY OTHER MANUFACTURES SHALL MEET OR EXCEED THE N EF-2 BROAN QTXEIIO 115 102 IA 36 0.3 120 Ian 12.8 AS RECOMMENDED BY THE MANUFACTURER WITH AN (INCLUDING INSULATION THICKNESS IN CALCULATION).INSURE SPECIFIED CFM'S t STATIC PRESSURE CRITERIA. O EF-2 BROAN QTREIIO 112 90 1A 37 0.3 120 Id 11.6 THAT FLEXIBLE DUCTS TO MAINTAIN A MINIMUM RADIUS OF TURN '?St EF-2 BROAN OTRIIO 112 90 2.1 71 0.9 120 10 12.4 OR PROVIDE SHEET METAL ELBOWS AS REQUIRED. DRAWN BY: J.H.,C.P. .,, EF-3 BROAN QTXEIIO 115 102 I.q 36 0.3 120 Id 12.8 I3.PIPE IN5UUT10N: MECHANICAL. NOTE5 THE SUCTON REFRIGERANT LINE FROM THE INDOOR COL TO THE Provide d llg rnt electriml EF-3 BROAN f7TRE110 112 90 1.9 37 0.3 120 It 11.8OUTDOOR UNIT(AC OR HEAT PUMP)SHALL BE INSULATED WITH A DL516NED BY: J.H.,G.P. EF-4 GROAN ME150 151 134 2.3 53 0.5 120 Id 13.2 MINIMUM R-3 INSULATION. outlet and Ilghting fixture q 14.EVIRONIENTAL AIR DUCTS: - controlled by a-Itch at Ty"a V-L `k¢7 EF-5 HROAN L200 214 1% 2.3 127 1.8 120 10 23.0 I. THERMOSTATS SHALL BE 14ONFYWELL MODEL#T8112 OR EQUAL. ,4PPROVED BY: P.M. ALL EVIRONMENTAL AIR DUCTS(EXHAUST FAN DUCTS,CLOTHES or-FAU. (2001 CMC SECT. 908) THERMOSTATS TO BE APPROVED,LISTED, NIGHT SETBACK TYPE. DRYER MOISTURE EXHAUST DUCTS,DOMESTIC KITCHEN RANGE '•'a'�' MANUFACTURER CFM @ CFM @ ELECTRICAL ALL EQUIPMENT SHALL BE INSTALLED IN STRICT ACCORDANCE WITH HOOD DUCTS)SHALL BE CONSTRUCTED OF GAUVNIZED STEEL MK.N0, SONE5 OF t MODEL NUMBER 0.1 SP 0.25 SP WATTS AMPS VOLT PH WT. REMARKS MANUFACTURER'S INSTRUCTIONS. SHEET METAL DUCT WITH 5MWM INTERIOR SURFACES.ALL DUCTS Provide continuous Frous attic wade J DATE: 01-05-Oro SHALL BE CONSTRUCTED PER LIM U AMMENDMENT5 IF (min)floor Fran attic access EF-1 PANASONIC FV-07VFI 70 T7 I.1 20 .18 120 10 11.2 2.ALL SECT METAL TANS LOCATED IN WALLS SHALL B SEALED ( AC;CE98 EF-2 PANASONIC FV-O9VFI 90 77 1.4 22 LIB 120 10 11.5 ANp/OR CONSTRUCTED TO PREVENT HOUSES CAUSED BY TFIERMAL APPLICABLE)TABLE 6-2,UNDER NO CIRLUSTANLES WILL FLEXIBLE to envlce platfartn. JOB NO: CTX-06-10-05 DUCT(ALUMINUM,VIYNL OR OTHERWISE)BE ALLOWED IN LIEU O EF-3 PANASONIC fY-IIVFI IIO % 2.0 30 .25 120 10 11.5 EXPANSION. SHEET METAL DUCTS NOTED ABOVE. U j�IU(UjUj�l/U M8 EF-4 PANASONIC FV-15VO3 150 128 1.5 40 .33 120 10 14 SHEET Na. tS EF-5 PANASONIC FV-2OVQ3 IqO 144 1.3 42 1 .35 120 10 1 17 3.PER MANUAL D, THE MAXIMUM VELOCITY IN ALL TRUNKS, Refer to 2001 Cm Sect,908 for BRANCHES,t RUNO UT5, AS WELL AS REGISTER FACE VELOCITIES, I andservice space c HMK SHALL BE 700 FEET PER MINUTE. M 0 KEY NO7E5 W00 d ZN ?a OUTDOOR GONt�ENSIN& UNIT SCHEDULE EXHAUST f�UGT CALCULA71ONS I. ADD CHASE Rw Z` MARK NOM. MANUFACTURER DESCRIPTION COOLI MBH ELEC.REPWREMENTS SEER OP.WT. 2. ENLARGE CHIA5E 7 0 Z y N0. TONS 4 MODEL tt TOTAL 5EN5. MCA VOLT PH MOCP 185, ROOM TAG KITCHEN BATH 2 LAUNDRY M BATH BATH 3 (b� D CU-1 4 LENNOX O13ACC-048-230 OUTDOOR CONDENSING UNIT 47.5 35.6 25.9 20B/230 1 45 13.0 250 3. DROP CEILING AS NECESSARY U C) .£% DUCT SYSTEM DESIGN PARAMETERS 4. FIELD VERIFY CONDENSER ® U g 9 ALL CONDENSING UNITS SHALL BE PROVIDED WITH THE FOLLOWING:TOTALLY ENCLOSED FAN MOTOR,CONCRETE HOUSEKEEPING PAD. P d A TARGET AIRFLOW (CFM) 100 50 50 70 50 LOCATION Fgs- 000LING MBH BASED ON 95'F OADB 4 67'F IAEWB BVF IAEWB. 4 g DUCT DIAMETER (INCH) 7 4 4 5 4 5. ALL SHEET METAL CANS i ygyg& ESTIMATED MAXIMUM QUANTITYELBOW5 - 3 3 3 3 LOCATED IN WALLS SHALL Z sL�® BE SEALED AND/OR O COOLING GO I L SCHEDULE ASHRAE 62.2 TABLE 7.1 PRESCRIPTIVE 51ZING FOR CONSTRUCTED TO PREVENT MA n F m NOM. STRAIGHT DUCT MAXIMUM ALLOWABLE LENGTH(FT) - 60 60 PIG 60 NOISE CAUSED BY THERMAL 3 P RK MANUFACTURER AIR OP.WT. METERING EXPANSION DESCRIPTION CFM p 8 N0. TONS 4 MODEL# AP LES, EA. DEVICE ESTIMATED STRAIGHT DUCT LENGTH (FT) - 15 15 15 15 W m € CC-I q ASPEN#BBH 61+X2+TDR CASED HORIZ. DX COOLING COIL 1575 0.12 51 TXV-5EE NOTE b. VERIFY B SEC.COND. DRAIN UJ a FAN SELECTION LINE WITH14 BUILDER H 9� NOTES: EMBOSSED CASE, CONDENSATE DRAIN PAN, PRIMARY 4 SECONDARY CONDENSATE CONNECTIONS, REFRIGERANT CONNECTIONS, 0 n FAN TAG - EF-I EF-I EF-2 EF-I 7. DUCT UP TO ROOF GAP . a M COOLING CAPACITIES BASED UPON 80-F IAEDB, 67'F IAEW8 Z W FAN RATING (CFM)0 0.25 IN WG 100 50 50 75 50 8. DUCT TO WALL CAP s g€? 7XV REQUIRED- PROVIDE EITHER FACTORY-INSTALLED OR FIELD-INSTALLED TXV. p s rn q. DUCT TO ABOVE Z 6 INQOOR PURN,ACE SCHEDULE 10. DUCT TO BELOW z t� �F II. DUCT UP FROM BELOW - 0_U. g MARK NOM, MANUFACTURER DESCRIPTION HTG.MBH ELECTRICAL AFUE OP.WT. 12. DRYER DUCT UP TO ROOF CAP N0. eE= TONS 4 MODEL>< CFM S,P. IN WT TYPE LOAD VOLT PH MOCP X LBS.(EA.) 13. DRYER DUCT TO WALL CAP B s F-I 4 LENNOX#G40UH-46C-110 I HORIZ.GAS FURNACE 1 1575 10.60 1 110 1 88.5 1 H.P. 1 1/2 1 115 1 I 1 15 1 80.0 I 169 14. TYPE"B'VENT THRU ROOF 2 NOTES: ALL FURNACES SHALL BE SIDE OR BOTTOM INLET PER PLANS, INNER BLOWER DOOR, DRAFT SAFEGUARD, LOW-MED-HIGH FAN SWITCH. TO WEATHER CAP TDR 19 REQUIRED. 15. DUCT TO ROOF CAP FROM RANGE HOOD. DUCT SIZE SHOWN 15 NOMINAL. KITCHEN EXHAUST DUCTS SHALL BE SIZED AND INSTALLED PER RANGE HOOD MANUFACTURER'S SPECIFICATIONS AS SHOWN IN MANUFACTURERS PRODUCT INSTALLATION DOCUMENTATION. 16. DUCT TO WALL CAP FROM RANGE HOOD. DUCT 512E SHOWN 15 NOMINAL. KITCHEN EXHAUST DUCTS SHALL BE SIZED AND INSTALLED PER RANGE HOOD MANUFACTURER'S SPECIFICATIONS AS SHOWN IN MANUFACTURERS PRODUCT eC INSTALLATION DOCUMENTATION. 4 17. DUCT UNDER FLOOR I CLIENT CHANGES G.P. 05-II-06 - ------ -^ 18. DIRECT VENT THRU WALL TO WALL CAP AL SET J -05-06 SUBMITTAL .H.,G P. 01 ........ ... _..._..._.. 19. TYPE'B"VENT UP TO ABOVE 20. TYPE"B"VENT UP 4 DOWN rib. DESCRIPTION DATE --._._ --._ - _.. ........... 21. EXHAUST FAN PLACEMENT 15 SHEET TITLE: -11 MASTER -- ---- L r y J J I�r „� L_�II ¢ y ® PERCENTEXCORONADIRECTION PLAN19'19 L�LG_ii z'm BArH c 3 ,1 -1(.01i a"0 C5- MECHANICAL FLOOR PLAN 7 ._--NE II III PROJWT. R � T KITCHEN OX 6 JACOBS®ROSE7A CANYON II s H i1 IIDINING9"m 01101 LAKE ELSINORE,CALIFORNIA BEDROOM 2 im II CS-3 111, SEDROUI'9 4 CR-1 ..1_.J 5:: a 5nm ___ CS-3 II T � OO 6 c m c m � CS-3 II B"m 6 +m IS c m 6"d T 11 8"m y 1 C F y .' F _ -�--- _. _ ...... 3 I 12 9 J11 II t 7 CS-3 __ _ a0 Fq"4�I e Id'A 1 6 7 cR"I / O O cp II 1 7 11 m CS-3 F- O 4 8r0 1410 v ---- LAUNDRY I f I 8� Q p Od'R q"� I --._._ I ___ ....... 1 _ ... �� ---- LL ............_ (- - .� 1zI� �� CR-2 ---- 3"OVAL U ...... ❑ 7 O - O 17d - L�' L ^ O- e•m � � Z E O �i 140 ® - oQ" F FNM e BEDy2 f�1 3 ...r..__ 6'm LIVING ROOM b O P II 3"OVAL MASTER BEDRUOM ---- O n R f (}.9 II GARAGE VOLUME- 3,933 CU.FT. \ Z C -3 V II `R 2 CS-2 1 50,000 BTUH X 50 CU. FT./I,000 BTUH w 11 137 c m 2,500 CU. FT. MINIMUM VOLUME. j R A 2001 CALIF. PLUMBING SECT. 507.2 L-- --r -FOR�RDINARY-TTGHTNE55;ENCC05DRE------- VOLUME GREATER THAN OR EQUAL TO - STAMP: MINIMUM VOLUME. 1 QgOFESSIp,� ' 1 1 _L THEREFORE, NO COMB. AIR DUCTS REQUIRED. '•; Y I c SHU M N31 3 :Z 6 I 1 POR.GJl `�: � *�:Ex 'MECHANICAL L__1___________I___L___-____-__I_H 1LL/ C'� 2-SPACE GARAGE'. f�F CALF r I I I DRAWN BY: J.H.,C,P. I I ...._.._.__._.... DESI&NED BY: J.H.,C.P. k� APPROVED BY: P.M. 3 DATE: 01-05-06 -m NO: GTX-06-10-05 PLAN SECOND FLOOR HVAG PLAN r-IR57 FLOOR HV?AG STET No. SCALE:1/4'-I'-0' 5cAL .I/4' 1'-0' M - 1979 N i-N Wa KEY NOTES Z59 . gAsa OUTDOOR GONDENSIN6 UNIT SCHEDULE EXHAUST DUCT CALCULATIONS I. ADD CHASE � ZU MARK NOM. MANUFACTURER DESCRIPTION COOLING MBH ELEC.REQUIREMENT5 SEER OP.WT. 2. ENLARGE CHASE O NO. TONS t MODEL tt TOTAL SENS. MCA VOLT PH MOCP LES. ROOM TAG K17GH BATH 2 LAu M BATH INC PWDR O GU-I 5 LENNOX tt13ACC-060-230 OUTDOOR CONDENSING UNIT 60.5 45.4 35.0 20B/230 I 60 13.0 254 3. DROP CEILING AS NECESSARY U 0 DUCT SYSTEM DESIGN PARAMETERS q. FIELD VERIFY CONDENSER O u-)U s ALL CONDENSING UNITS SHALL BE PROVIDED WITH THE FOLLOWING:TOTALLY ENCLOSED FAN MOTOR,CONCRETE HOUSEKEEPING PAD. TARGET AIRFLOW(CFM) 100 75 50 72 50 5O LOCATION F g COOLING MBH BASED ON 95'F OADB 4 67T IAEWB BO•F IAEDB. yy__a DUCT DIAMETER(INCH) 7 5 4 5 4 4 5. ALL SHEET METAL CANS $ _® ESTIMATED MAXIMUM QUANTITY ELBOWS - 3 3 3 3 3 LOCATED IN WALLS SHALL Z BE SEALED AND/OR 0 -- 2. COOLING COIL SCHEDULE ASNRAE 62.2 TABLE 7.1 PRESCRIPTIVE SIZING FOR _ 90 60 90 60 60 CONSTRUCTED TO PREVENT In STRAIGHT DUCT MAXIMUM ALLOWABLE LENGTH(FT) NOISE CAUSED BY THERMAL > { MARK NOM. MANUFACTURER AIR OP.WT. METERING EXPAN51ON '€ a NO. TONS 4 MODEL tt DESCRIPTION CFM t]P �r (EA DEVICE ESTIMATED STRAIGHT DUCT LENGTH(FT) - 15 15 15 15 15 b. VERIFY PRL/SEC.COND. DRAIN LLIS { CC-I 5 1 ASPEN tt BBH&I+X2+TDR CASED HORIZ. DX COOLING COIL 1 2130 1 0.20 1 1 64 TXV-SEE NOTE FAN SELECTION LINE WITH BUILDER _ 0 NOTES: EMBOSSED CASE, CONDENSATE DRAIN PAN, PRIMARY 4 SECONDARY CONDENSATE CONNECTIONS, REFRIGERANT CONNECTIONS, FAN TAG - EF-2 EF-1 EF-2 EF-I EF-1 7. DUCT UP TO ROOF CAP e N COOLING CAPACITIES BASED UPON BO'F IAEWB, 67•F IAEWB FAN RATING(CFM)!0.25 IN W. 100 75 50 75 50 50 B. DUCT TO WALL CAP z LU kp£ 3 TXV REQUIRED- PROVIDE EITHER FACTORY-INSTALLED OR FIELD-INSTALLED TXV. q. DUCT TO ABOVE w Z Fpi5 10. DUCT TO BELOW 0 s° I Ni700R FURNACE SGHE7ULE 2. DUCT UP FROM BELOW u a 1 E 12. DRYER DUCT UP TO ROOF CAP �1 MARK NOM. MANUFACTURER DESCRIPTION NOM. EXT. HTG.MBH ELECTRICAL AFUE OP.WT. 13. DRYER DUCT TO WALL CAP B NO. TONS t MODEL z CFM S.P. IN OUT TYPE LOAD VOLT PH MOCIP X LBS. EA. 14 TYPE'B'VENT TWIRL ROOF F-1 5 LENNOX#W40UH-60C-110 HORIZ.GAS FURNACE 2130 0.60 110 89.4 H.P. I 115 20 60.0 .175 TO WEATHER GAP NOTES: ALL FURNACES SHALL BE SIDE OR BOTTOM INLET PER PLANS, INNER BLOWER DOOR, DRAFT SAFEGUARD, LOW-MED-HIGH FAN SWITCH.TDR 15 REQUIRED. 15, DUCT TO ROOF CAP FROM RANGE HOOD. DUCT SIZE SHOWN 15 NOMINAL. KITCHEN EXHAUST DUCTS SHALL BE SIZED AND INSTALLED PER RANGE HOOD MANUFACTURER'S SPECIFICATIONS AS SHOWN IN MANUFACTURERS PRODUCT INSTALLATION DOCUMENTATION, 16. DUCT TO WALL CAP FROM RANGE HOOD. DUCT SIZE SHOWN IS NOMINAL. KITCHEN EXHAUST DUCTS SHALL BE SIZED AND INSTALLED PER RANGE HOOD MANUFACTURER'S SPECIFICATIONS AS SHOWN IN 4 MANUFACTURERS PRODUCT INSTALLATION DOCUMENTATION. ----------- 17. DUCT UNDER FLOOR I CLIENT CHANGES C.P. 05-II-06 e IB. DIRECT VENT THRU WALL ..... - 05-06 - - ..._.._. VAM __..— . ._ . - . ,.,, ,,, 1 p p:� Iq TYPE'B"VENT UP TO ABOVE ` :-... - - --- TYPE'e"VENT UP t DOWN oLSGRIPTION B°m - - y O F _' 4' --,I \4 .y y -.-. L -_, ... 21. EXHAUST FAN PLACEMENT 15 SHEET TITLE: ® CS_ 7"m I 7 II CS-2 \ / - PER CENTEX CORONA DIRECTION PLAN 2400 cs- ® MECHANICAL FLOOR PLAN � 6'm L m a 6 PRO.�GT: S MASTER BEDROOM 7"m OX d JACOBS @ R05E7A CANYON II 1d'm KITCHEN U LAKE ELSINORE,CALIFORNIA w ; 00 CS- 11 iL DINING WIa 12"m I I ® 1 B"m CS-3 r III 1, 120 T .... EE- i ....... .._. w WR- I 2 AjA ..... .. L__J 9 0 / " i ®� � 57 :sI I 7-E I ..... m 4- . ❑�] O U 2 14m 2 6_60 q -- - �r NxF- N�_wFrc Npa.O1m 3AN 2 IzDlj� ---J u) xiWQ F 2 ` OZ • N"LLm np T Bm o m 2 SPAG® 94— GARAGE ou w CS-3 MIN 10'-12' ® wRETURN DUCT cmLIVINGLENGTH 110 BEDROOM 211 BEDROOM 3 GARAGE VOLUME- 3,744CU.FT. 50,000 BTUH X 50 CU. FT./I,000 BTUH t7 ® X -2,500 CU. FT. MINIMUM VOLUME. STAMP: EN RY 2001 CPC SECT. 507.2 ROFESS/0, FOR ORDINARY TIGHTNE55, ENCLOSURE �9Q••....... , ,... � II VOLUME GREATER THAN OR EQUAL TO MINUI ® a__ , T EIREFORE,MUM LNOECOMB.-AIR DUCTS-REQUIRED- *t.EMU ON c31323 6-30- -J PORCH L----J �ECWWICAL,.y�, � I I I I L---------------1 I --- ....... DRAWN BY: J.H.,C.P. _� 0 DmIamw BY: J.H.,C.P. k6 APPROVED BY: P.M. J PLAN 2400 - SECOND FLOOR HYAC PLAN -2400 - r-I R57 FLOOR HYAG °AM' 0'-05 __-- SCALE 1/4"-11-0 SCALE 1/4'.P-O' .lOB NO: CTX-06-10-05 SHEET No. M - 2400 ~r Ag KEY NOTES =N cps OUTDOOR CONDENSING UNIT 50HEDULE EXHAUST DUCT CALCULATIONS I. ADD CH W ASE zQ 2. ENLARGE CHASE W 0 it 7ALLCONDENS1WG MANUFACTURER COOLING MBH ELEC.REQUIREMENTS SEER OP.WT. 3. DROP CEILING AS NECESSARY OO Q s% DESCRIPTION t MODEL# TOTAL SENS. MCA VOLT PH MOCP LBS. ROOM TAG KIYCHEN BATH 2 LAUNDRY M BATH WC BATH 3 LENNOX UBACC-060-230 OUTDOOR CONDENSING UNIT 60.5 45.4 35.0 208/230 I W 13.0 254 4. FIELD VERIFY CONDENSER 0 C) e e a DUCT SYSTEM DESIGN PARAMETERS 0 UNITS SHALL BE PROVIDED WITH THE FOLLOWING:TOTALLY ENCLOSED FAN MOTOR,CONCRETE HOUSEKEEPING PAD. LOCATIONTARGET AIRFLOW (CFM) 100 50 50 83 50 50SED ON 95'f DADS t 67F IAEWB 80'F IAEDB. 5. ALL SHEET METAL CANS ® DUCT DIAMETER (INCH) 7 4 4 5 4 4 LOCATED IN WALLS SHALL Z ESTIMATED MAXIMUM QUANTITY ELBOWS - 3 3 3 3 3 BE SEALED AND/OR O a1 s'I COOLI NIS COIL SCHEDULE CONSTRUCTED BY PREVENT (n ASNRAE 62.2 TABLE 7.1 PRESCRIPTIVE SIZING FOR NOISE CAUSED BY THERMAL STRAIGHT DUCT MAXIMUM ALLOWABLE LENGTH(FT) - 60 60 40 60 60 EXPAN51ON � MARK TOM. MANUFACTURER AIR OP.WT. METERING b. VERIFY PRI./SEC.COND.DRAIN W m 8{� NO. DESCRIPTION CFM ESTIMATED STRAIGHT DUCT LENGTH(FT) - 24 I6 Iq 15 15 rn d TONS t MODEL tt pp LgS. EA, DEVICE LINE WITH BUILDER H ix rn a GC-I 5 ASPEN tt BBH 61+X2+TDR CASED HORIZ. DX COOLING COIL 2130 0.20 64 TXV-5EE NOTE FAN SELECTION 7. DUCT UP TO ROOF CAP 0_ a c�N �$F NOTES: EMBOSSED CASE, CONDENSATE DRAIN PAN, PRIMARY t SECONDARY CONDENSATE CONNECTIONS, REFRIGERANT CONNECTIONS, FAN TAG - EF-I EF-I EF-3 EF-I EF-1 Z W � € 8. DUCT TO WALL CAP v>N 6 g COOLING CAPACITIES BASED UPON 80'F IAEDB, 6TF IAEWB FAN RATING (CFM)s 0.25 IN WG 100 50 50 90 50 50 p a„� g TXV REQUIRED- PROVIDE EITHER FACTORY-INSTALLED OR FIELD-INSTALLED TXV. 9. DUCT TO ABOVE W Z .3 10. DUCT TO BELOW U Z t 9 � 11. DUCT UP FROM BELOW a =g I NDOOR FURNACE SCHEDULE 12. DRYER DUCT UP TO ROOF CAP e F 13. DRYER DUCT TO WALL CAP d a i p MARK NCM. MANUFACTURER DESCRIPTION NDM• .P. IN OUT ELECTRICAL AFUE 0P.(EAWT. 14. TYPE"B"VENT T14RU ROOFNWH A o 3 TONS t MODEL# CfM S.P. IN IX1T TYPE LOAD VOLT PH MOCP X LBS. EA. TO WEATHER CAP F-I 5 LENNOX#GWUH-60C-110 HORIZ.GAS FURNACE 1 2130 10.60 1 110 1 Bq.41 H.P. I I 1 115 I 1 20 1 BO.O 1 175 NOTES: ALL FURNACES SHALL BE SIDE OR BOTTOM INLET PER PLANS, INNER BLOWER DOOR, DRAFT SAFEGUARD,LOW-MED-HIGH FAN SWITCH. 15. DUCT TO ROOF CAP FROM TOR 15 REQUIRED, RANGE HOOD. DUCT SIZE SHOWN 15 NOMINAL. KITCHEN EXHAUST DUCTS SHALL BE 51ZED AND INSTALLED PER RANGE HOOD MANUFACTURER'S SPECIFICATIONS AS SHOWN IN MANUFACTURERS PRODUCT INSTALLATION DOCUMENTATION. 16. DUCT TO WALL CAP FROM RANGE HOOD. DUCT SIZE SHOWN 15 NOMINAL, KITCHEN EXHAUST DUCTS SHALL BE SIZED AND INSTALLED PER RANGE HOOD MANUFACTURER'S SPECIFICATIONS AS 54OWN IN e MANUFACTURERS PRODUCT INSTALLATI17. DUCT UNDERNFLOORMENTATION. I CLIENT CHANGES C.P. 05-11-06 __------------- I-� L__.�L _. ...-.. 1 --- - - _ - -- - 18. DIRECT VENT T14RU WALL .._...--.e...... '... ... _ .... --- _ ............... TO WALL CAP 1 0 � SUBMITTAL SET J.H.,G.P. 01-05-06 -I-_== ==d U M. BATH 19. TYPE'B"VENT UP TO ABOVE cs-2 Ir I y 17csc m 20. TYPE'B"VENT UP t DOWN L7E9GRIPTION DATE I c m II II m II II 3 O N K ® 8"m 21. EXHAUST FAN PLACEMENT 15 SHEET TITLM I_'IASTEk II W II �- 171sc m PER CENTEX CORONA DIRECTION PLAN 2615 a BeDRooM i1 a a"m MECHANICAL FLOOR PLAN m T O 1 m 1010 T OX$ JAC055® R05MA CANYON 11 r,_ KITCHEN API. Y BEDROOM s LAKE ELSINORE,CALIFORNIA i 8 c m 1y J 4 - cR-I N �. am 6 I ��m c5-3 �-- ■ C5-3 1 I y ° 1 c m 12'm12"m -- - 4"m T - m I A);A - - - p N T 8"m 10"m a l_H 7 C5-3_.. E...-. 3 7'm _-.: :;� CS-3 CR-I LEI _. __ _-_ 1 O Z o A Q qI 1 `m IL\�I; i O N C c m EFI 6 {._C5L icf I-3 N u -- ".--.- ._ I _... I III m L-- --U m V Y O v _.. - - _I .............._. T5n 1II BATH 3 4"m � Tiul 3 I II -1 8 O u0,,N F CS-3 I III d c (n " en cc o .. > q ! _I HAoVAL w u b ❑ O O°M 1j 12m IIj JI GARAGE VOLUME-- 4,140 CU.FT. 3'OVAL o 3 0 I. �' II L II WIC 10'm 50,000 STUH2,500 CU. FT. CU. UM/V�ME.UH O n N 2001 CPC SECTION w FOR 3 FOR ORDINARY TIGHTNESS, SS, ENCLOSURE w z LT VOLUME GREATER THAN OR EQUAL TO I MINIMUM VOLUME. II q'm THEREFORE, NO COMB. AIR DUCTS REQUIRED. o BEDROOM 2 BEDROOM 3 11 BEDROOM 4 STAMP: 2-SPACE II LIVING ENTRY GARAGE QROFESSIp II ••••, Y u I I q 0 8"m CS-2 H �! sHu n1oT �y ® II C5_2 cs-2 1182 Boo 31323 R r R r Ij R r R *.Ex 6-30- O r s u MEONAN1 � I I n PORC}J 1 -- -J _.... DRAWN BY: J.H.,C.P. L ---- J DL516NGD BY: J.H.,G.P. k APPROVED DY: P.M. 3 DATE: 01-05-06 PLAN 2&15 - SECOND FLOOR H\/AC FLAN 2&1 B - F I R5T FLOOR HVAC, Jm NO: CTX-06-10-05 x SCALE.I/4'-1'-0' SHEET No. M - 2613 KEY NOTE5 � z N E Om ¢ �Q OUTDOOR CONDENSING UNIT SCHEDULE ADD CHASE W oap EXHAUST DUCT C,ALGUL.ATIONS 2. ENLARGE CHASE K Z MARK NOM. MANUFACTURER COOLING MBH ELK.REQUIREMENTS SEER OP.WT. f� O w DESCRIPTION 3. DROP CEILING AS NECESSARY U a'a NO. TONS t MODEL# TOTAL 5EN5. MCA VOLT PH MOCP LES. O £. CU-1 5 LENNOX#13ACC-060-230 OUTDOOR CONDENSING UNIT 60.5 45A 315.0 205/250 I 60 15.0 254 ROOM TAG KITCHEN BATH 2 M.BATH WC PWDR. LAU. 4. FIELD VERIFY CONDENSER ® N U LOCATION ALL CONDENSING UNITS SHALL BE PROVIDED WITH THE FOLLOWING:TOTALLY ENCLOSED FAN MOTOR,CONCRETE HOUSEKEEPING PAD. DUCT SYSTEM DE51CN PARAMETERS a o_ COOLING MBH BASED ON qVl`OADB t 67•F IAEWB 60'F IAEDB. TARGET AIRFLOW(CFM) 100 50 B1 50 50 50 5. ALL SHEET METAL CANS 3: E LOCATED IN WALLS SHALL Z g DUCT DIAMEtER(INCH) 7 4 5 4 4 4 BE SEALED AND/OR O CONSTRUCTED TO PREVENT (q =€ ESTIMATED MAXIMUM QUANTITY EL50145 - 3 3 3 3 3 NOISE CAUSED BY THERMAL E y COOL I N6 GO I L SCHEDULE A5HRAE 62.2 TABLE 7.1 PRESCRIPTIVE SIZING FOR EXPANSION w 0 M c R MARK NOM. MANUFACTURER AIR OP.WT. METERING STRAIGHT DUCt MAXIMUM ALLOWABLE LENGTH(FT) - 60 90 60 60 60 Ng 6. VERIFY PRI./SEC.COND. DRAIN Li "n 6 NO. TONS t MODEL# DESCRIPTION CFM LINE WITH BUILDER AP LBS. Eq. DEVICE ESTIMATED STRAIGHT DUCT LENGTH(FT) - 15 15 15 15 15 "s CC-1 1 5 1 ASPEN#BBH 61+X2+TDR I CASED HORIZ. DX COOLING COIL I 21BO 1 0.20 1 64 TXV-SEE NOTE FAN SELECTION 7. DUCT UP TO ROOF CAP v A NOTES: EMBOSSED CASE, CONDENSATE DRAIN PAN, PRIMARY t SECONDARY CONDENSATE CONNECTIONS, REFRIGERANT CONNECTIONS, FAN TAG - EF-I EF-3 EF-1 EF-I EF-I B. DUCT TO WALL CAP Q rn 7 0! 8 COOLING CAPACITIES BASED UPON BO'F IAEDB, 67•F IAEWB q. DUCT TO ABOVE w iD F W FAN RATING(CFM)@ 0.25 IN WG 100 50 90 50 50 50 Z TXV REQUIRED - PROVIDE EITHER FACTORY-INSTALLED OR FIELD-INSTALLED TXV. u IO. DUCT TO BELOW c 2s za W� II. DUCT UP FROM BELOW m= 12. DRYER DUCT UP TO ROOF CAP w a p INDOOR FURNACE SCHEDULE =Piz 13. DRYER DUCT TO WALL CAP m X g MARK NOM. MANUFACTURER DESCRIPTION NOM. EXt. HTG.MB14 ELECTRICAL AFUE OP.WT. I4, TYPE'B'VENT THRU ROOF u= NO. TONS t MODEL# CFM S.P. IN OUT TYPE LOAD VOLT PH M10CP X LBS. EA. TO WEATHER CAP F-I 5 LBJNOX#G40UH-60C-IIO NORIZ.GAS FURNACE 2130 0.60 IIO 8q.4 N.P. I 115 20 60.0 175 15. DUCT TO ROOF CAP FROM NOTES: ALL FURNACES SHALL BE SIDE OR BOTTOM INLET PER PLANS, INNER BLOWER DOOR,DRAFT SAFEGUARD, LOW-MED-HIGH FAN SWITCH. RANGE HOOD. DUCT SIZE TDR 15 REQUIRED. SHOWN 15 NOMINAL. KITCHEN EXHAUST DUCTS SHALL BE SIZED AND INSTALLED PER RANGE HOOD MANUFACTURER'S SPECIFICATIONS AS SHOWN IN MANUFACTURERS PRODUCT INSTALLATION DOCUMENTATION. 16. DUCT TO WALL CAP FROM RANGE HOOD. DUCT SIZE SHOWN 15 NOMINAL. KITCHEN 4 EXHAUST DUCTS SHALL BE e SIZED AND INSTALLED PER RANGE HOOD MANUFACTURER'S SPECIFICATIONS AS SHOWN IN MANUFACTURERS PRODUCT r _. _. .. . INSTALLATION DOCUMENTATION. 1.-0' I7 DUCT UNDER FLOOR I CLIENT CHANGES C.P. 05-11-06 .............. 155 2 y y 185Sc m +--- °� y c m c m y 4 c m K y 18. DIRECT VENT THRU WALL SUBMITTAL SET J.H.,C.P. 01-05-06 -- -J - --- CS-2 GS-2 CS-2 TO WALL CAP a.0 a'm 1 W.LC 1 MASTER BAl-H Iq. TYPE"B'VENT UP TO ABOVE 1j NCO K a'0 20. TYPE"B"VENT UP t DOWN No DC9G1RIPTION DATE I t 03 -1m 11 9'm 21. EXHAUST FAN PLACEMENT I5T TITLE: II T fi-I_ SUPER PER CENTEX CORONA DIRECTION PLAN 2'110 133Sc m FAMILY MECHANICAL FLOOR PLAN s is"m 5�o- 3 O COD OX 4 JACOBS®ROSMA CANYON II z =— LAKE ELSINORE,CALIFORNIA MASTER BEDROOr'I 1 KITCHEN 3 Ij W.I G. ._� to po 11 I (( 8 )) E RE m CS-3 w a d' I1 A ;A • BATH 2 5 m O m n CS-3 6 c m .......... OT Bnm 12"m ACCESS __ W V B'm CR-I F C I ' 5'm t tt ' m 8 m II 7 c m I I I "I I� I LAUNDRY I CS-3 I I I I J d Y Q J x LLNo �Cg_S 1I11I11I1I 1 IB"m � . LL m O CS-9 11 DININ E to O O H— Otc7❑. O ' ` Z� mp O LLon�n NAL v 1200 6 @ ElLn p p, F n N dm 1dm 2 SPACE � G CS-3 F y F �• CS-3 �1' q"m y GS-3 GARAG Ll E I6 c m Bnm I l c 11 1 176 c m U w J II A' X 14'SHEET METAL DUCT � II 4Xi" X 14'SHEET METAL DUCT CS-3 DOWN FROM ABOVE. PROVIDE y II DOWN. PROVIDE I SMOOTH SHEET METAL II SMOOTH SHEET METAL R RECTANGULAR-TO-ROUND o BEDROOM 2 B'm RECTANGULAR-TO-ROUND 8"m TRANSITION. STAMR TRANSITION. LI V IN(3 F ROFESSIp BEDROOM 3 II 5 y Q GARAGE VOLUME= 3,645 GU.FT. ••'�,c� _ ENTRY •••JJy1•��••'' ••*4 M II BEDROO 4 50,000 BTUH X 50 CU. FT./I,000 BTUH �:• ON - II 2,500 CU. FT. MINIMUM VOLUME. w��„ N 1323 I II 2001 CPC SECTION 507.2 *tExo.'46-30-10: FOR ORDINARY TIGHTNESS, ENCLOSURE '�,,AEpbWICAL,:NP .....__.._ rVOLUMi=GREATER-THAN OR-EQUAL 70----- 9l• • � _J ___-i MINIMUM VOLUME. EOF CALF 1 PORCH I I I THEREFORE, NO COMB. AIR DUCTS REQNIIRED. yj H 1 DRAWN BY: a L--i------------1--J L__J PEJ OL/��D� ���� .._.._.._ ❑ PM16NEP 6Y: J.H.,C.P. k AM-ROVED HY: P.M. J DA7E: 01-05-06 PLAN 2-710 — 5EOONI7 FLOOR HVAO PLAN 2-710 — 7—I R5T FLOOR HV AO -Ice N0: CTX-06-10-05 SCALE:114'.I'-0' -_..... SCALE.1/4' 1'-0' SHEET No. M - 2710 KEY N07E5 ul QU pzi I. ADD CHASE � Z Q Qn OUTDOOR CONDENSING UNIT SCHEDULE EXHAUST DUCT C,ALCUL,ATION5 2. ENLARGE LNASE Io' a= 3. DROP CEILING AS NFCE55ART OU p s a= MARK NON. MANUFACTURER DESCRIPTION COOLING MBN ELEC.REQUIREMENTS SEER OP.WT. 4. FIELD VERIFY CONDENSER � V m NO. TONS 4 MODEL tt TOTAL SENS. MCA VOLT PH MOCP LBS. ROOM TAG KITCHEN BATH 2 LAU M BATH WC PWDR LOCATION Pegg CU-I 1 5 1 LENNOX tt13ACC-060-230 OUTDOOR CONDENSING UNIT 1 60.5 1 45.4 1 3B.0 1 208/230 1 1 60 1 13.0 1 254 DUCT SYSTEM DESIGN PARAMETERS 5. ALL SHEET METAL CANS ALL CONDENSING UNITS SHALL BE PROVIDED WITH THE FOLLOWING:TOTALLY ENCLOSED FAN MOTOR,CONCRETE HOUSEKEEPING PAD. LOCATED IN WALLS SHALL Z COOLING MB14 BASED ON q5T OADB 4 6TF"1,8 WF IAEDB. TARGET AIRFLOW(CFM) IW 50 50 80 50 50 $ BE SEALED AND/OR O -- DUCT DIAMETER(INCH) 7 4 4 5 4 4 CONSTRUCTED TO PREVENT x cn g a - `gg ESTIMATED MAXIMUM QUANTITY ELBOWS - 3 3 3 3 3 NOISE CAUSED BY THERMAL jEXPAN51ON g COOLING GO I L SCHEDULE ASHRAE 62.2 TABLE 7.1 PRESCRIPTIVE SIZING FOR 6O 60 90 60 60 6. VERIFY PRI./SEC.COND.DRAIN W s�y STRAIGHT DUCT MAXIMUM ALLOWABLE LENGTH(FT) m N LINE WITH BUILDER m� Ma W a MARK NON. I MANUFACTURER AIR OP.WT. METERING 0_ n r DESCRIPTION CFM ESTIMATED STRAIGHT DUCT LENGTH(FT) - 15 15 15 25 25 7. DUCT UP TO ROOF CAP v"v o`E' NO. TONS 4 MODEL tt pP L85. EA. DEVICE CC-I 5 ASPEN tt BBH 61+X2+TDR CASED HORIZ. DX COOLING COIL 2130 0.20 64 TXV-SEE NOTE FAN SELECTION 5. DUCT TO WALL CAP O a NOTES: EMB055ED CASE, CONDENSATE DRAIN PAN, PRIMARY 4 SECONDARY CONDENSATE CONNECTIONS, REFRIGERANT CONNECTIONS, FAN TAG - EF-I EF-1 EF-3 EF-I EF-I 9. DUCT TO ABOVE w Z t COOLING CAPACITIES BASED UPON BO'F IAEDB, 67'F IAEWB FAN RATING(CFM)B 0.25 IN WG 100 50 5D 9O 50 5O 10. DUCT TO BELOW \Y J o x 6'?aZ TXV REQUIRED- PROVIDE EITHER FACTORY-INSTALLED OR FIELD-INSTALLED TXV. II. DUCT UP FROM BELOW U 12. DRYER DUCT UP 70 ROOF CAP n INDOOR FURNACE SCHEDULE 1 . DRYER DUCT TO WALL CAP E e I 14. TYPE°B"VENT THRU ROOF IN �'a MARK TOM. MANUFACTURER NON. EXT. HTG-MBH ELECTRICAL AFUE OP.WT. TO WEATHER CAP NO. TONS t MODEL rt DESCRIPTION CFM S.P. IN q1T TYPE LOAD VOLT PN MOCP S LBS. EA. 15. DUCT TO ROOF CAP FROM F-I 5 1 LENNOX*40UH-60C-110 HORIZ.GAS FURNACE 2130 10.60 1 110 1 5q.4 I H.P. I 1 1 115 1 I 1 20 150.0 1 175 RANGE HOOD. DUCT SIZE NOTES: ALL FURNACES SHALL BE SIDE OR BOTTOM INLET PER PLANS, INNER BLOWER DOOR,DRAFT SAFEGUARD,LOW-MED-HIGH FAN SWITCH. SHOWN IS NOMINAL. KITCHEN IXHAUST DUCTS SHALL BE TOR 15 REQUIRED. SIZED AND INSTALLED PER RANGE HOOD MANUFACTURER'S SPECIFICATIONS AS SHOWN IN MANUFACTURERS PRODUCT 4 INSTALLATION DOCUMENTATION. 16. DUCT TO WALL CAP FROM e RANGE HOOD. DUCT SIZE SHOWN 15 NOMINAL. KITCHEN d'm E7(14AUST DUCTS SHALL BE SIZED AND INSTALLED PER RANGE HOOD MANUFACTURER'S SPECIFICATIONS AS SHOWN IN MANUFACTURERS PRODUCT C5 9-� � � y INSTALLATION DOCUMENTATION. "m y 168 c m O Y. �/ F C5-IqO m C5-2 17. DUCT UNDER FLOOR L. d; 1885 2 15. DIRECT VENT THRU WALL I CLIENT CHANGES L.P. 05-II-Ob =49f =__-_`_1 Iq. TYPETO 'B"LL VENT UP TO ABOVE SUBMITTAL SET J.H.,L.P. 01-05-06 O 7 MASTER BATH CS-3 WIC. 20. TYPE'B'VENT UP t DOWN 1,1p, DESCRIPTION DATE 21. EXHAUST FAN PLACEMENT I5 SHEET TITLE: T LIMN DINING FAM,LY PER CENTIX CORONA DIRECTION PLAN 25-15 7 3 MECHANICAL FLOOR PLAN MASTER BEDROOM I �_� H PRo.gcT: 00 " 1T OX 3 JAC055®R05E7A CANYON I I s wR-I d'm - II c5-z LAKE EL5INORE,CALIFORNIA_ 50 c m A x,A II a1 155 cfmC5-3 6A W � o ul 8 a BONUS ROOM I F y _j ._........._ � to a - ■ C5-2 Li __- - f BEDROOM 4 -- F � a ;;Q X 9"4• I ENTRY ,._- _ 1 KITCHEN F- L L---J ❑. Z 5 CR-I 1__ O O ov p _. J - _ --_- -�-T-. 4 _-__-_L ri ...., 1 POWDER 3m 11 K -----il E I To (✓// PORCH I U W w.I.c,L L 410 O GARAGE VOLUME- 5,535 CU.FT. W 1�.;•�I�D m T 2CS-3 E1 50,0,5 BTUH X . MINIMUM UM VOLUME. BTUH .___._ 3{ _ _ �j 2,500 CU. FT. MINIMUM VOLUME. L___----------1_ 4�h o II L, y 5 :SA I 2 2001 CPC SECTION 507.2 STAMP: _ FOR ORDINARY TIGHTNESS, ENCLOSURE VOLUME GREATER THAN OR EQUAL TO F dm MINIMUM VOLUME. QROFESS/Q,1�, D1 1 y y THEREFORE, NO COMB. AIR DUCTS REQUIRED. m 313 SAU Alb 6 I .2 F m 3 (�, J G SPACE *.Exp. 6- -TO.- GARAGE CHANICAL,:' '�9lfOf CpI�E�\P m BEDROOM 2 Ir--- BEDROOM 3 II W.LC. II DRAWN BY: J.H.,C.P. I I b DG516NED BY: J.H.,G.P. ___._ APPROVED BY: P.M. DATE: - - I r -----� r-------- T 1 1 F1 JOB NO: CTX-Or.-10-05 J I SHEET No i PLAN 28-75 - SECOND FLOOR H\/AC PLAN 28'75 - F I R5T r-LOOK HVAC M - 2 8 7 5 SCALE 1/4'-1'-0" SCALE 1/4'-P-o" KEY NOES w t OUTDOOR CONDENSING UNIT SCHEDULE EXHAUST DUCT CALCULATIONS °Q NOM MANUFACTURER COOLING MBH ELEC.REQUIREMENTS SEER OP.WT. I. ADD CHASE z V MK. NO. TONS t MODEL# DESCRIPTION T07AL 5EN5, MCA VOLT PN MCCP LBS, p ROOM TAG KITCHEN LAUN. M.BATH PWDR. BA.2 2. ENLARGE CHASE g$gg CU-1 3 LENNOX NACC-036-230 OUT CONDENSING UNIT 34.6 25A 20.4 205/230 I 35 13.0 IBO DUCT SYSTEM DE51GN PARAMETERS 3. DROP CEILING AS NECESSARY 0 Q ffi S 2 GU-2 3 LENNOX#13ACC-036-230 OUTDOOR CONDENSING UNIT 34.6 25.9 20.4 208/230 I 35 13.0 I!>D TARGET AIRFLOW(CFM) 100 50 120 50 50 4. FIELD VERIFY CONDENSER ® .cU s"r;s ALL CONDENSING UNITS SHALL BE PROVIDED WITH THE FOLLOWING:TOTALLY ENCLOSED FAN MOTOR,CONCRETE HOUSEKEEPING PAD. DUCT DIAMETER (INCH) 7 q 6 4 q LOCATION o eggs COOLING MBH BASED ON WF OADS t 6TF IAEWB WF IAEWB. ESTIMATED MAXIMUM QUANTITY ELBOWS - 3 3 3 3 5. ALL SHEET METAL CANS Rp Q ®ASHRAE 62.2 TABLE 7.1 PRESCRIPTIVE SIZING FOR LOCATED IN WALLS SHALL Z E a STRAIGHT DUCT MAXIMUM ALLOWABLE LENGTH(FT) - 60 100 60 60 BE SEALED AND/OR O C001-I NSP COIL SCHEDULE CONSTRUCTED TO PREVENT x>wo NOISE CAUSED BY THERMAL ESTIMATED STRAIGHT DUCT LENGTH (FT) - 15 i5 15 15 EXPANSION 0E FAN SELECTION 6. VERIFY PRI./5EC.COND. DRAIN LL1 �' € OM. MANUFACTURER AIR OP.WT. REMARKS MK.N0. DESCRIPTION CFM �P L85 FAN TAG - EF-I EF-4 EF-I EF-I LINE WITH BUILDER f es # TONS t MODEL# CC-I 3 ASPEN#BOW 37+X2+TDR CASED HORIZ. DX COOLING COIL 1235 1 0.20 46 TXV-SEE NOTE FAN MINIMUM RATING(CFM)E 0.25 IN WG 100 50 125 50 50 7. DUCT UP TO ROOF CAP it v N CC-2 3 ASPEN#BBH 37+X2+TDR CASED HORIZ. DX COOLING COIL 1235 0.20 46 TXV-SEE NOTE 5. DUCT TO WALL CAP W N N a 8$ OTESe EMBOSSED CASE, CONDENSATE DRAIN PAN, PRIMARY t SECONDARY CONDENSATE CONNECTIONS, REFRIGERANT CONNECTIONS, . DUCT TO ABOVE (] �� g LU g:;E COOLING CAPACITIES BASED UPON WF IAEDB, 67'F IAEWB 10. DUCT TO BELOW .. 2 TXV REQUIRED - PROVIDE EITHER FACTORY-INSTALLED OR FIELD-INSTALLED TXV. g II. DUCT UP FROM BELOW U 12. DRYER DUCT UP TO ROOF CAP E oily INDOOR PURNAGE SCHEDULE 13. DRYER DUCT TO WALL CAP oS13E 8 � 14. TYPE"B"VENT THRU ROOF MK.N0. OM. MANUFACTURER DESCRIPTION EXi. HTG.MBH ELECTRICAL AFUE OP.WT. TO WEATHER CAP TONS t MODEL# CFM 5.P. IN OUT TYPE LOAD VOLT PH MOCP Y L55. EA. 15. DUCT TO ROOF CAP FROM 3 LENNOX#G40UH-365-ONO HORIZONTAL GAS FURNACE 1235 0.60 BB 72 H.P. 19 115 15 80.0 146 F-2 1 3 1 LENNOX#G40UI4-365-09DI HORIZONTAL GAS FURNACE 1 1235 0.60 58 72 H.P. 1/3 1 115 1 1 1 15 1 W.0 RANGE HOOD. DUCT SIZE 146 2-Oxr` SHOWN 15 NOMINAL. KITCHEN 4 ND ALL FURNACES SHALL BE SIDE OR BOTTOM INLET PER PLANS, INNER BLOWER DOOR,DRAFT SAFEGUARD,LOW-MED-HIGH FAN SWITCH. EXHAUST DUCTS SHALL BE TDR 15 REQUIRED. 4 SIZED AND INSTALLED PER 1 e �� e __-...... RANGE HOOD MANUFACTURER'S 1 C SPECIFICATIONS AS SHOWN IN Irr TT 77 T 7 2 MANUFACTURERS PRODUCT L_ - -1 Y/�����//��/��/ �.. I-O INSTALLATION DOCUMENTATION. ---- 7''- _ 16 DUCT T A� ..-- �- O WALL CAP FROM _..m..: ...��- ._.-- rr�� -- ---- RANGE HOOD. DUCT SIZE r--- UI'o Ij L-II-- 5 cfrn 5-z CS-2 SHOWN IS NOMINAL KITCHEN m 8"m 2 1 U y y EXHAUST DUCTS SHALL BE m `--- -- - 7"d SIZED AND INSTALLED PER WIC __-__ 4 ® 16 16 ® B"m 8m cs-3 SPECIFICATIONS (AF11LY ODMANUFACTURER's Q� 7"m L 6n0 � 1125 c m MANUFACTURERS PRODUCT J �O ® ��C)OK INSTALLATION R FLOOR UMENTATION. 6" F CS-3 m KIT-CHEN - 17. DUCT UNDER y C5-3 I I I I CLIENT CHANGES C.P. 05-II-06 51 c m F M BEDROO9 Bxm 15. DIRECT VENT THRU WALL d'o I TO WALL CAP SUBMITTAL SET J.H.,C.P. 01-05-06 Iq. TYPE"B"VENT UP TO ABOVE i1.1l 3 20. TYPE"B'VENT UP t DOWN �, DGSGRIIRION DAZE- ' I B"m C5-3 21. EXHAUST FAN PLACEMENT 15 SHEET TITLE: 6 m 12"0 CR-I ...-...._ r" � c PER CENTEX CORONA DIRECTION PLAN 5115 MEGHANZAL FLOOR PLAN Io- __ - -2- 2 _.. .._.. ..__ i ...._. T PRo.dLr: OX a♦; JAGOBS @ R05ETTA CANYON II ---- LAKE EL5INORE,GALIPORNIA ® DINING y - - •�� -- .- -....I w 4 � Izm 8"m 12'd I 1 BEDROOM 5 m O zz co N co R F- 3 qm 7"m 11 cm _ I I a'm V 5o nv la'm f�vV 'CAI 510 _:-.. .. 122 cFm I2"m 14"mi i160.- I' CS2 t7a 0 5"m � � -- ® - LL 1 T2_1 11 HAl_I: .... --_ B m V M I 4"0 C5-3 ...T 1 __ .-.__ __ o N O m I I HALL_ ....... ./ ....... 1 c m F no _._.` �. g _. ®❑ Z N - _�_ O 0 41 LIVING 1_HL,� ...- -�n.- Z E °� o n 2 o C5-3 4�r ❑cl O ~N 7 B m 6"m I OTl., BATH 2 �.i B c m e� 110 ❑ J 0 T I 3 F� �- II - 4 d r.SA H 3 B O ^ N ) C w Z PORCH EN fR u/ 1 OVA o �� 3" OVAL T j1 145 c m T `-C,J 1 STAMP: � uf BEDROOM 2 ..... ... y BEDROOM 3 .(LOPE..... L-1- - -----J- 1 00 c3 -- - •JIM ❑ 0 GARAGE VOLUME 5,000 CU,FT. G3:• SHU « ••'L 1 o i1323 50,000 BTUH X 50 CU. FT./I,000 STUN N I WIG - 2,500 CU. FT. MINIMUM VOLUME. 1 *.Ex. -30-}'`'( FOR 1 -� WWICAC CPC SECTION 507.E Jl F••...d•' �Q' � 1 L----_ FOR ORDINARY TIGHTNESS, ENCLOSURE I I �CAUF 1VOLUME GREATER THAN OR EQUAL TO 1 1 -- 'T•- LMINIMUM VOLUME. 1 j THEREFORE, NO COMB. AIR DUCTS REQUIRED. I I I I DRAWN BY: ¢ DESIGNED BY: J.H.,C.P. y6� i �-,`z�ACE GARAGi_ 6 APPROVED BY: P.M. I DATE: 01-05-06 I 1 JOB No: CTX-06-10-05 SHEET No. i PLAN 5113 - SEGONI? FLOOR HI/AC PLAN 5115 - P I R57 FLOOR HYAG M - 3113 SCALE,1/4' 1'-0" - SCALE,1/4" I'-0' GRADING NOTES: CITY OF LAKE ELSINORE EARTHWORK ESTIMATES: 1.:ALL WORK SHALL N DONE IN ACCORDANCE WITH THE CITY T LAKE EON OF ORDINANCE N0. DI AND 882 (EARTHWORK QUANTITIES FOR PERMIT PURPOSES ONLY) ANII APPLICABLE STANDARDS AND SPECIFICATIONS AND THE LATEST EDITION OF THE U.B.C.,APPENDIX,CHAPTER 33. COUNTY OF RIVERSIDE TR_45477 PRECISE GRADING PLAN TOTAL CUT.......................................10,650 C.Y. 2. A PERMIT SHALL BE OBTAINED FROM THE ENGINEERING DEPARTMENT,CITY OF LAKE ELSINORE.PRIOR TO ANY TOTAL FILL.......................................10,650 C.Y. IA OPERATION. iR.25476 3.THE DEVELOPER AND/OR THE CONTRACTOR SHALL NOTIFY ALL UTILITY COMPANIES AND U.S.A.ALERT TRACT D /may m zs47 4 THE 48 HOURS PRIOR TO GRADING. 1 11 A f T NO ,254 77 4.THE CONTRACTOR SHALL NOTIFY THE CITY ENGINEERING DEPARTMENT AT LEAST 24 HOURS IN ADVANCE OF Y/i t/ • BEGINNING GRADING OPERATIONS. CITY OF LAKE NORE ��// (� SETBACK CRITERIA � p3` 5.DUST SHALL BE CONTROLLED BY WATERING OR OTHER METHODS APPROVED BY THE CITY ENGINEER. LOTS / "{ FRONT YARD: 17' MIN. FROM R/W ,I 6.GUT SLOPES SHALL BE NO STEEPER THAN 2 HORIZONTAL TO 1 VERTICAL,UNLESS OTHERWISE APPROVED,AND 1 �,J SIDEYARD: 5' MIN. FROM P.L., 10' MIN. v' SHALL BE SHOWN ON THE PLAN. FROM P.L. ABUTTING A STREET s 7.FILL SLOPES SHALL BE NO STEEPER THAN 2 HORIZONTAL TO 1 VERTICAL,UNLESS OTHERWISE APPROVED,SHALL 1 REAR YARD: 15' MIN. FROM P.L �s BE SHOWN ON PLAN,AND SHALL NOT HAVE LESS THAN 90%RELATIVE COMPACTION OUT TO THE FINISHED SURFACE. q ,p u•+^"p0"0 8.FILLS SHALL BE COMPACTED THROUGHOUT TO 90%DENSITY AS DETERMINED BY THE MODIFIED THREE LAYER 'I A.S.T.M.D-1557-70 TEST METHOD. 9.FILL AREAS SHALL BE(LEANED OF ALL VEGETATION AND DEBRIS,SCARIFIED,AND INSPECTED BY THE GRADING SHEET 3 p SHEET 5 VICINITY MAP SH INSPECTOR AND APPROVED SOILS TESTING AGENCY PRIOR TO THE PLACING OF FILL. SHEET 4 - - - - - - - - - -- FT7 10.ALL MATERIAL SHALL BE CLEAN EARTH.NO FILL SHALL BE PLACED UNTIL PREPARATION OF GROUND IS r TRACT�OUNDARY .T S. APPROVED N BY THE SOILS ENGINEER. � � _-- SEC.28&29 T.5S.,R.4W ' - -- - - J140 151 � PAGE 836,F-7,1999 THOMAS BROS.MAP 11.FINISH GRADE SHALL BE SLOPED AWAY FROM ALL EXTERIOR WALLS AT NOT LESS THAN 5%FOR A MINIMUM OF - W3',THEN 1%(MINIMUM)TO FLOWUNE OF EARTH SWALE. 32 33 3 35 36 37 43 44 116 a- -_ .- 152 m'�' 38 3 41 4212.MINIMUM BUILDING PAD AND DRAINAGE SWALE SLOPE SHALL BE 1X IF CUT OR FILL SLOPE IS LESS THAN 10', 31 ( f 45 4 �47 117 148^ oil AND 2%IF CUT OR FILL IS GREATER THAN 10'.DRAINAGE SWALES SHALL BE A MINIMUM OF 0.5'DEEP AND 14 43 14 14 1461 7 14915 153 W °� CONSTRUCTED A MINIMUM OF 2'FROM THE TOP OF OUT OR FILL SLOPES. I 30 _ 118 29 154 I� W 13.PROVIDE 5'WIDE BY 1'HIGH BERM OR EQUIVALENT ALONG THE TOP OF ALL FILL SLOPES OVER 5'HIGH. I! I I 14114 13913 I371 6 13 13 155 to 14.PROVIDE A BROW DITCH,DESIGNED TO HANDLE 100 YR.STORM FLOWS ALONG THE TOP OF CUT SLOPES. I - 1 I I 49 50 51 52 53 54 119� 111 11I �I b 3 I Er�ND OF ABBREVIATIONS & SYMBOLS 15.NO OBSTRUCTION OF FLOOD PLAINS OR NATURAL WATER COURSES SHALL BE PERMITTED. ( 28 h' 11 115 _ - 1 56 I0I- A.C. AIR CONDITIONING p_ SHEET FLOW RATE 27 _, 157 I 17 T.C, TOP OF CURB -- -- GRADED SWALE 16.A SOILS ENGINEER SHALL BE RETAINED BY THE DEVELOPER,TO SUPERVISE GRADING AND PROVIDE A FINAL I 1OS f 12O / I LI O FL. FLOWLINE ELEV CENTERLINE SOILS REPORT WHICH INCLUDES FOUNDATION REQUIREMENTS(SUBDIVISIONS)AND EXPANSIVE CHARACTERISTICS OF in g I 1.21 122123 M 24I12 '12812712 1nn9 30131 13 158 V V G.B. GRADE BREAK �°°R' THE SOIL. 26 62 61 60 59 58 57 56 55 I 107 / r I I Z SWALE HIGH POINT _ _ _ _ _ _ _ 1 9 � F.G. FINISH GRADE FLOWLINE 17.GRADING CERTIFICATION BY THE DEVELOPER'S CIVIL ENGINEER AND A FINAL COMPACTION REPORT BY A SOILS - O F.S. FINISH SURFACE ENGINEER SHALL BE SUBMITTED TO THE BUILDING AND ENGINEERING DEPARTMENTS PRIOR TO ISSUANCE OF BUILDING I 25 - _ O I m INV, INVERT OF DRAIN TOP OF SLOPE PERMITS. TRACT BOUNDARY - - - 17 177 U P. PAD ELEVATION u S 190 18 8 18 18 18 8418 182181 8�1 �/9 I TOE OF SLOPE 18.THE SOILS ENGINEERING INVESTIGATION DATED 09/30/03 PREPARED BY AL13US-KEFFE&ASSOCIATES 24 63 HEFT 6 I 161 F.F, FINISH FLOOR ELEV, FIRE HYDRANT AND THE ENGINEERING GEOLOGIC INVESTIGATION DATED 09 30 03 PREPARED BY ALBUS-KEEFE&ASSOCIATES, 93 94 I 191 H- G.F.F. GARAGE FINISH FLOOR / / lull 03104105 106 I STREET LIGHT SHALL BE CONSIDERED A PART OF THIS GRADING PLAN,AND SHALL BE COMPLIED WITH. � 23 64 � -... ___ 16 D.F. DEEPEN FOOTING �-� 19.A REGISTERED CIVIL ENGINEER OR UCENSED LAND SURVEYOR SHALL SUBMIT CERTIFICATION OF BUILDING PAD - _ 192 -.-- ------- -.- -- - I B.S.L. BUILDING SETBACK LINE DEEPENED FOOTING 22 92 N.T.S. NOT TO SCALE °V' °-- ELEVATION.WHERE SPECIFIC ELEVATIONS ARE REQUIRED,THE ELEVATION(WITH RESPECT TO MEAN SEA LEVEL) 65 1 OO 19366 ..... ;;------ WATER METER SHALL BE GIVEN.IF AN ELEVATION WITH RESPECT TO ADJACENT GROUND SURFACE IS REQUIRED,THE ACTUAL {y I 21 1 7 17 17 17317 171 7 69�68 I 16 64163 I I SOD DISTANCE ABOVE THE ADJACENT GROUND SHALL BE GIVEN. i 66 91 1 •""' � CATCH BASIN&LOCAL DEPRESSION iQ L=T 99 194 _ r LOEFFEL WALL .. WOOD FENCE 20.ALL PROPERTY CORNERS SHALL BE CLEARLY DELINEATED IN THE FIELD PRIOR TO COMMENCEMENT OF ANY - -' �100 EXIST. CONTOUR CONSTRUCTION/GRADING. tbl 20 67 90 98 97 96 95 19 97 TRACT B UNDARY SHEET B - TUBULAR STEEL VIEW FENCE I�I 19 89 19619 ]00-- PROP, CONTOUR � SPLIT FACE BLDCK WALL BUILDING STABILITY CALCULATIONS NTH A FACTOR OF AT LEAST 1.5 SHALL BE SUBMITTED BY A SOILS ENGINEER TO THE 68 PROPERTY LINE TUBULAR STEEL FERAL BUILDING AND ENGINEERING DEPARTMENTS FOR CUT AND FILL SLOPES OVER 30'IN VERTICAL HEIGHT. - _ I +%f1,/�/1!\, 18 69 88 - - - - - - J - -- DAYLIGHT LINE CAT VIEW FENCE 22.A FINAL COMPACTION REPORT WILL BE REQUIRED FOR ALL FILLS GREATER THAN ONE FOOT. i - T CT BOUNDARY SHEET 7 INDICATES BACKFLOW ® WOODEN GATE vI 1 1 L 7 87 86 85 84 83 82 ' ® PREVENTER REQUIRED 23.IF STEEP SLOPING TERRAIN OCCURS UPON WHICH FILL IS TO BE PLACED,IT MUST BE CLEARED,KEYED,AND f I ■ SPLIT FACE BLOCK PILASTER BENCHED INTO FIRM NATURAL SOIL FOR FULL SUPPORT,PREPARATION SHALL BE APPROVED BY A REGISTERED �- - - - - 99 O ,JI --� SOLS ENGINEER AND BENCH D PRIOR TO PLACEMENT OF FILL MATERIAL.SLOPES GREATER THAN 5:1 ARE REQUIRED TO BE KEYED 71 201 D 20 RIGHT-OF-WAY/PROPERTY LINE (PER S£PERATE PERIMETER WALL PLAN) ® INDICATES SCE VAULT 24.A EUPON SOILS COMPL ENGINEER OF CLEARING CT THE CONSTRUCTION AND DURING EXCAVATION THE N ANDFOLLOWING STAGES:B FORE BAcKnLL t5 72 73 74 9 '�; I 2O8 20 ZO 0 20 it I RETAINING WALL OF ALLUVIAL.COLLUVIAL AND TERRACED AREAS AND ANY SUBSTRUCTURES. 1 75 76 77 78 7 80 81 B. DURING ALL ROUGH GRADING AND OPERATIONS INCLUDING PRE-COMPACTION,BENCHING 4 I AND FILLING OPERATIONS. _ C. DURING INSTALLATION OF BUTTRESS AND CANYON SUB-DRAINS AND FILTER MATERIAL. I 1 3 II D. WHEN ANY UNUSUAL GRADING CONDITIONS ARE ENCOUNTERED DURING CONSTRUCTION. -- IYI 25.EROSION CONTROU ALL GRADED SLOPES SHALL BE PLANTED WITH ROSEA ICE PLANTS AT 12"ON CENTERS OR 12 10 9 S 7 6 5 4 3 `l. I 21a2l 21 121 209 ANOTHER APPROVED GROUND COVER.SLOPES OVER 15'IN VERTICAL HEIGHT, ADDITION TO GROUND COVER, CIES SHALL BE PLANTED WITH APPROVED TREES,SHRUBS,OR COMBINATIONS THEREOF. �Y AND SERVICE AGM OF.SHRUBS SHALL BE PLANTED AT � 11 _ �_. +. (; I 10'ON CENTERS; TREES,20'ON CENTER; COMBINATIONS,15'ON CENTERS.SLOPES OVER 3'VERTICAL HEIGHT - SHALL HAVE PERMANENT IRRIGATION SYSTEMS NTH BACKFLOW PREVENTION DEVICES PER U.P.C. - F -- _ __ --------- --- - 2fi.APPROVED PROTECTIVE MEASURES AND TEMPORARY DRAINAGE PROVISOlS MUST BE USED TO PROTECT _'"-'�� - _ - - WATER AND SEWER: 3131ELSIN5R HVALLEY SE 253'e'L WATER DISTRICT LAKE DJO NING TIES G THE G PROJECT. 7-7 AND ISHALLPBEPINR PLACEUA LATHE END OFI EACH DAYS WORK. ®.®_ _ ^^ 27.APPROVED ER PREVENTATIVE DEVICES SHALL BE PROVIDED AND MAINTAINED DURING THE RAINY SEASON f �(� I I I I ELSINORE, (909) 928 3777 ELECTRIC: SOUTHERN CALIFORNIA EDISON rryryry��y {r Ir r`�+ E(•`�) 26100 MENIFEE ROAD 28.ALL WORK SHALL COMFORM TO THE CITY/AND STATE CONSTRUCTION SAFETY ORDERS. J RIAr J N�/�7 INDEX & BOUNDARY MAP 0 75 15 300 450 600 (OOM�O)92D8_8C29092585 29.THE LOCATION AND PROTECTION OR ALL UTILITIES IS THE RESPONSIBILITY OF THE PERMITTEE. II SCALE: 1" = 150' GAS: SOUTHERN CAUFORNIA GAS COMPANY 30.AN APPROVED SET OF GRADING PLANS SHALL BE ON THE JOB SITE AT ALL TIMES 465 SOUTH CORONA MALL CORONA, CA 91720 31.SANITARY FACILITIES SHALL BE MAINTAINED ON THE SITE FROM BEGINNING TO COMPLETION OF GRADING (800) 655-4555 OPERATION. NOTICE TO CONTRACTOR: TELEPHONE: VERIZON 32.ALL SLOPES SHALL BE PLANTED AND IRRIGATION FACILITIES SHALL BE PRONGED FOR ALL SLOPES IN EXCESS LEGAL DESCRIPTION SOILS ENGINEER: 150 S. JUANITA STREET OF 3'VERTICAL HEIGHT WITHIN 90 DAYS AFTER COMPLETION OF ROUGH GRADING AND SHALL BE IN ACCORDANCE THE CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY HEMET, CA 92543 ro WITH ORDINANCE NO.882 PRIOR TO THE APPROVAL OF FINAL INSPECTION. ALBUS-KEEFE&ASSOCIATES, INC. BEING A SUBDIVISION OF A PORTION OF PARCELS 2 AND 3 OF PARCEL MAP N0. FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS (800) 483-4000 19924 FILED IN BOOK 122, PAGES 44 THROUGH 48, INCLUSIVE OF PARCEL MAPS, 1403 NORTH BATAMA STREET, SUITE 115 PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. THAT THIS 33.ANY CONTRACTOR PERFORMING WORK ON THIS PROJECT SHALL FAMILIARIZE HIMSELF NTH THE SITE AND IS CALIFORNIA,TOGETHER WITH A PORTION OF ORANGE, CA 92867 REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL CABLE SERVICE: AT&T CABLE SERVICES RECORDS OF,RIVERSIDE COUNTY, SOLELY RESPONSIBLE FOR ANY DAMAGE TO EXISTING FACIUTIES RESULTING DIRECTLY OR INDIRECTLY FROM HIS PARCELS AND PORTION PARCEL 2 OF LOT LINE ADJUSTMENT NO 02-08 (714)744-9760 WORKING HOURS, AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND 556 BIRCH STREET OPERATION,WHETHER OR NOT SUCH FACILITIES ARE SHOWN ON THESE PLANS. HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY AND ALL LIABIUTY, LAKE ELSINORE, CA 92530 .. 8 RECORDED AS INSTRUMENT NO. 2003-169226, OF OFFICIAL RECORDS OF RIVERSIDE FAX(714)630-1910 REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS (909) 245-2707 z 34.THE DESIGN ENGINEER SHALL PROVIDE A MINIMUM OF ONE BLUE TOP PER FINISHED PAD,PRIOR TO ROUGH COUNTY,CALIFORNIA. PROJECT, EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE GRADE APPROVAL. J.N.1216.00 OF THE OWNER OR THE ENGINEER. SCHOOL DISTRICT: ELSINORE VALLEY UNIFIED SCHOOL DISTRICT w 35.APPROXIMATE DATE OF. BEGINNING OPERATION: 06-30-2005 5421 CHANEY STREET COMPLETION: os-30-2006 THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES OR STRUCTURES LAKE ELSINORE. CA 92531 m TOOTH£BESTWN ON HOFEOURNKNOWLEDGf,S ARE AITH RE ARENED BY A SNOREXISTINGCH OF VUTlLIT1ESAILABLE REXCEP�S (909) 674-7731 36.NO ROCK OR OTHER IRREDUCIBLE MATERIAL WITH A MAX DIMENSION GREATER THAN 3'WILL BE PLACED IN TOPOGRAPHIC SURVEY SOURCE: OWN DEVELO-�E FILLS WITHIN ROADBED AREAS OR 3'OF FINISH GRADES,UNLESS THE LOCATION,MATERIALS,AND DISPOSAL AERIAL PHOTOGRAPHIC METHODS, FLOWN IN 03/18/1996 BY: CENTEX HOMES PRECAUTIONARY MEASURES TO PROTECT THE UTILITIESS SHOWN, AND ANY OTHER THOSE SHOWN ON THESE PLANS. THE CONTRACTOR REQUIRED TO TAKE ALL a g METHODS ARE SPECIFICALLY APPROVED BY THE SOILS ENGINEER. 1265 CORONA POINTE COURT ARROWHEAD MAPPING CORONA,CA 92879 LINES OR STRUCTURES NOT SHOWN ON THESE PLANS AND IS RESPONSIBLE FOR •�« 37.THE ENGINEER MUST SET GRADE STAKES FOR ALL DRAINAGE DEVICES AND OBTAIN INSPECTION BEFORE 431.MACKAY DRIVE TELEPHONE (951)479-9309 THE PROTECTION OF OR ANY DAMAGE TO THESE LINES OR STRUCTURES. APPROVAL' SAN BERNARDINO,CA 92401 FAX (951)375-2819 ALL RETAINING WALLS SHOWN ON THESE PLANS ARE SHOWN FOR REFERENCE ONLY N.. 38.GRADING PLANS WILL NOT BE APPROVED UNTIL ALL RETAINING WALLS ARE APPROVED BY THE BUILDING (951)887-5969 AND ARE TO BE CONSTRUCTED PER SEPARATE PERMIT. DEPARTMENT. N.O.I.: WDID#8 33C325191 THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AND SHALL <`f REPORT ALL DISCREPANCIES TO THE ENGINEER PRIOR TO COMMENCEMENT OF WORK. GRADING PERMIT NO. ______________ 5s nn l RT b Vo BIINM BENCHMARK: REUSIONs: SEAL-ENGINEER PREPARED BY: PREPARED BY a USN AND GS BENCH MARK DISK IN CONCRETE GQ HUNSAKER A ASSOCIATES �M �N o MONUMENT STAMPED 0 307 1935,IS 38 FT WEST �'PpFESS�pN -/-'DATE IRVINE, INC OF OF CENTERLINE CALIFORNIA HIGHWAY 74,33 FT 9�o aruoo 41 PAUL R.H LESION,JR.R.C.E.58020 EXP.8/30/O6 DATE INLAND EMPIRE REGION �A��• ` � .e., �y c 2900 ADAMS STREET,SUITE A 15 LOTS 3-213 10 DIAL TWO wORKIRc SOUTH OF POWER POLE 19319 CWT. RIVERSIDE CA 92504 (951)352-7200 -.- BEFORE DAYS BEFORE HEIGHT OF LIGHT ABOVE STATION MARK 3.28 FEET. '� N0.58020 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE WITH PLANNING/ENGINEERING/5;,..VEWNG/GOVERNMENT RELATIONS TITLE SHEET SHEETS 8n YOU DIG YOU DIG �,BAp7Qa i� ELEV.1425.76 NAVD 88,HWY ELEV.1423.31 NGVD 29 THE APPROPRIATE CONDITIONS OF f IT CAN ANO/OR PREP p n TOLL FREE t-eOO-227-2600 MARK DESCRIPTION BY APPR. DATE CITY AND STATE LAWS,AND PERMIT CAN BE ISSUED. SCALE: 1 30' CENTEX HOMES wO FOR: r.T. FILE No, o NOTE., THE V£RTTCAL DATUM FOR THE ROUTE 74 N�h' '�'� ' 2280 WARDLOW CIRCLE, SUITE 150 A PUBLIC SERVICE BY DESIGNED BY:MATTHEW W. BUSCH DRAWN BY:BILL WALLANDER °f ceu�` D 0919-25477 CENTEX HOMES z PRO,IECT IS 245 FEET LOKER THAN THE VERTICAL A ��/I�� DATE:MARCH 2006 CORONA, CA 9-4 0-2896 wlv UNDERGROUND SERVICE ALERT 951 279-4000 m DATUM FOR THE TRACT IMPROVEMENT PROJECT. CHECKED BY: PAUL HUDDLESTON PROJECT MANAGER: DONALD R. CAMPBEL KEN A.SEUMALO CITY ENGINEER RCE 55915 EXP.fi 30/07 ( ) �x R(WHERE OCCURS) CONSTRUCTION NOTES & QUANTITIES - TOTAL CONSTRUCTION NOTES & QUANTITIES - TOTAL 5'MIN. P.L. P.L. FL roP//TTOE OF NO. DESCRIPTION QUANTITY UNIT NO. DESCRIPTION QUANTITY UNIT T MIN. 1' SLOPE SHOWN r SPUTFACE BLOCK WALL PER DETAIL ON HEREON 3 420 L.F. ON PLAN 5'MIN. F.L. 15'TYP ( LANDSCAPE AREA DRAIN 12 EA• TUBULAR STEEL FENCE PER DETAIL ON HEREON 860 L.F. F.L. 10' MIN. PROTo n BocK wAu cAP Q PRIVATE DRAIN THROUGH CURB, R.C.T.D. STD. N0. 310. 6 EA• C NOT USED 7'MIN. i SEE NOTE 04 PER SEPERATE PLAN k DETAILS 4"PVC PIPE 568 L.F NOT USED 5�y2 l AT LOWER LEFT COLOR:N2S1-SHORELINE oft APPROVED roue WOOD FENCE PER DETAIL ON HEREON 12.867 L.F. 2RMIN. m PAD WOOD GATE PER DETAIL ON HEREON 165 EA. 5R MAX ELEV. PADN. z, 2 MIN. • IY MIN. 7 PAD 4KLY ELEV. MIN. _ r -1127M I.-1 STORY ]:;:p>ll `12"MIN. PERT0 II SPUTFACE BOCK WALL18"MIN.-2 STORY SRMIN±20RMAX for 3' PER R:#23TE PUN a OE7uls _ COLOR:/271-SHORELINE OR APPROVED EQUAL then 2RMirw 20R27MIN.-1 STORY /SLOPE TOP OR TOE OPUN 5%M1 21LMirrM O for 3 18"MIN.-2 STORY V+ - ^SIDEYAROBLOCK WALL O 5A'SQ,TUB.STL. SECTION f1C - CT' OR RETURN PER DETAIL gET EEN/31/2 CLR. A HERERON. FL SWALE SECTION "A - A" TYPICAL REARYARD GRADING �� O11/2"SQ.TUB.STI POSTS.'CONT.WELD •CORNERS&GRIND SMOOTH, 5'MIN. P'L. 5'MIN. .OR 2' O 1 112'S0. TUBE 57Ef1 LOT NO. 3 8'-0" D.C. (MAX':) _ F.L F.L. FINISH SURFACE J RAILS WELD ALL 3'MIN, 1 3'MIN. CONNECTIONS& EXTRA DEPTH 6 8" j ?�� FINISH SURFACE GRIND SMOOTH //..� ,-{ -I ) 3 L 72'TP. (10'MIN.) OF FOOTING TO 4 -,.,2 . dl `J BE DIMENSIONED .Lr_ 4"DI A.CORE DRILL O CONC.FTG. DEEP- 4 i O.0 ON PUNS 1.0'OR m '*h OR BLOCK WT AT - ._ C LESS GRADE FOR DRAINAGE 1. SWALES TO BE CUT IN AT 1R MIN. PAD 8"MIN. ' F.F. ELEV. AT ROUGH GRADE AND PRIOR TO EL 2RMIN. PAO MB' �N DRAINAGE THROUGH WALL DETAIL N N BUILDING CONSTRUCTION, / PROTO II F007N0 PER ecue:NON[ . PAD ELEV.. 12'MIN.-1 STORY 6 MIN 4 - 2. A PAVED DRAINAGE SWALE 1B'MIN.-2 STORY SEPEtUIE PLAIN k DETAILS CATCH BASIN&PIPE,OR OTHER I 2RMIN. B SIMILAR DRAINAGE DEVICE IS zaMAx. DECORATIVE SPLIT-FACE WALL REQUIRED WHEN A STOOP SRMIN»20%MAX far 3' 12'MIN.-1 STORV (�A DREPLACEOR PORTION OF theft 2RMIr 20RMAX. 18"MIN.-2 STORY NOT TO SCALE SECTION 1. CLEAN , REMOVE ANY PROTRUSION AND SMOOTH ROUGHS-AREAS.tq THE BUILDING EXTENDS WITHIN 13 33 2. CLEAN AND WASH ALL SURFACES OF DELETERIOUS SUBSTANCES m G.F.F E. B.S.I_ MINIMUM ESTABLISHED DRAINAGE SECTION B - B INCLUDING OIL, GREASE, ETC. SETBACKS. * WALLS TO BE BUILT PER SEPARATE PERMIT 3. UN 3. PAINT WITH ONE COAT RUST INHIBITING PRIMER. SEE RIVERSIDE COUNTY STD.P 207 FOR DRIVEWAY APPROACHES. PROTD I WALL SYSTEM TO BE CONSTRUCTED PER SEPERATE PLAN, DETAILS 4. PAINT (2) COATS SEMI-GLOSS ENAMEL FORMULATED FOR METAL AND SPECIFICATIONS. WALLS SHOWN HEREON FOR LOCATION ONLY SURFACES. COLOR TO BE FRAZEE #151 PADRE BROWN. -CURBfACB •' ° SIDEYMLK A PIPE COLUMN W/WODD TRIM PER ABOVE PLAN VIEW ,g, - 8'-0' Max.-4 3 ' G' DRECTION OF FLOW If TYPICAL LOT FINISH GRADING 3' CONTINUOUS QSP24 CAT I IN-GROUND UTILITY HOUSINGS ( $ N.T.S. FLOWUNE SWALE 1R MIN. (WATER METER,CABLE TV ETC.) PA. TO BE INSTALLED FLUSH TO ALLOW FINISH GRA " UN_OBSTRUCTED DRAINAGE CONTINOUS 2x4 TOP RAIL 1x4 NAILER FRAZEE #151 PADRE BROWN R/W X •• •••Z-X 1x8 WITH 1'OVERLAP 2�-' NOTE: o ��NDT UBULAR STEEL FENCE ELEVATION h ( TO SCALE 1 4'PER 1' to FLUSHI WRHE&SHALL AEL�INSTALLED CONTRACTq!SMALL USE -. ALE TOd• GALVANIZED NAILS n UN-OBSTRUCTED DRAINAGE ALL o 2.2 NAILER BOTH SIDES * WALLS TO BE BUILT PER SEPARATE PERMIT ALL MOOD MEMBERS i0 h X TYPICAL SOD AND UTILITY DETAIL REDWOOD ROUGH CEDAR CONTINOUS 2x4 BOTTOM RAIL FIG. NO. 2 UP TO 5' 1' NITS ALL WOOD SHALL BE MORE THAN 5' n 2 MAx s' TREATED OR PANTED NOTE:3:1 SLOPE PERMITTED TO BEGIN AT R/W (BOTH SIDES) 1 PUNTER AREA TO SLOPE AWAY 1. SECTION"A-/" APPLIES WHEN THE FROM FOUNDATION AT A MINIMUM V.Ce.,DIFFERENCE IN PAD ELEVATIONS OF 2R.PUNTS AND SHRUBS SHALL + • O..SPLITFACE BLOCK WALL EXCEEDS 1.0'. 3' BE PLACED SUCH THAT THEY DO NSINGLE3'-0"CLEAR RETURN-SEE TYPICAL 3 BLOCK SIDED DETAIL ACE "A" NOT I FROM THE FLOW OF DRAINAGE / BLOCK WAIL DETAIL"A"HEREON 2. SECTION CE IN APPLIES WHEN THE AWAY FROM THE FOUNDATION 2u D p O CONCRETE FOOTING 1 g 2 5 8 4O.2x4'CAP DIFFERENCE IN PAD ELEVATIONS IS FINISH FLOOR CONCRETE FOOTING 1.0'OR LESS,&THE EXTRA DEPTH PROPOSED WALKWAY 1/Y DIA.%1 f�Y STUDS GALVANIZED 2 7/8"O.D. iV 3 GARAGE FACE OF FOOTING IS SHOWN ON THE pup 4.2X 0 3 PLACE6(1-TOP,i- [SCH.40 A57M A57 N O GRADING&STRUCTURAL PUNS. �� 2R YIODLE,1-HOTT011)COUNTERSUNK GRADE B METAL POSTS LOOSE GRAVEL LOOSE GRAVEL - O4 LOCKABLE LATCH -r NUT k WASER MA%.S/4' MAXIMUM B'O.C. ELEVATION ALLOW FOR LOCATED ON REAR YARD 3. IN NO CASE SHALL THE SWALE 3" 3" CONC ETEER FLOWLINE BE LOWER THAN THE IX8 FENCING W/1'OVERLAP D 1X8 FENCING W/1'OVERLAP CONCRETE SIDE OF GATE BOTTOM OF FOOTING WHITHIN IN GROUND PLANTER DETAIL 1DDIA. PENETRATION 10"DIA. PENETRATION 5'FROM BLDG.LINE. NTS BOTTOM O.1"X4"TRIM TOP AND 4. PROVIDE 5'WIDE BY 1'HIGH BERM ! O 1"xe"RIGHTWOOD OR VIDEEQU 5'WI ALONG THE 70B OF C WOOD FENCE . BOARDS,BUTT EDGES ALL FILL SLOPES OVER 5'HIGH. G eDAtE:NONe SECTION D-D ! ! 7' TIGHT(FRONT SIDE)OR CONTINUOUS 2S4 BOTTOM RAIL 2K2 NAILER BOTH SIDES D U2 NAILER BOTH SIDES BOARD ON BOARD 2X4 1X CUT TO RT EA.SIDE O7 7x4 BOLTED TO BLOCK WALL P N V W /!! O"FINISHED GRADE EWOOD FENCE ! / 2 O9 HEAVY-DUTY FIXED PIN W:ue rvorve c a - ! HINGES(2) /I 10 COMPACTED SUBGRADE ! 11 1"X4"DIAGONAL BRACE DE T.G. ELEV. 8" SPEED-D-BASIN i s f / 12. SETT MIA CHINE BOLTS IN SEE PLAN N.D.S. No. 20 (GREEN) a GROUT JOINTS OF BLOCK ( ) OR APPROVED EQUAL 5 to 3 - - WALL IN(3)LOCATIONS 1%M/N. in in 26 1 3L / 11 WITH THREADS POINTING F.G. Te - OUT TOWARD GATE AS:. -- P=ELEV. 8 SHOWN ON ELEVATION. AC / / CONTRACTOR TO PROVIDE 6"A.B.S. PIPE RISER 4L-31 13 �-Ems'AC - S CAPPED HEX NUTS AND 2 3L-2873 s'MN. P- 14327 8'MIN. COUNTER SINK INTO 2x4 a CX4'X4"TEE OR CX4"EEBOW AS REQUIRED 2L-271 D P= 1434.3 suN. °'"I"• 6 L-1979 1 L.-2400 FF= 1433.4 b'MIN. a b P=1437.0 FF= 1435.0 _ P= 1432.7 5 MiN. NOTE > P= 1439.7 5111N. 5YAIN• GFF' 6'MN, NOTE FOR BINDING WMIN. _ FF=1437.7 FF= 1433.4 TO BE FF= 144D.4 CLONSTTRUCTED OUT OF 4'A.B.S PIPE A.B.S. TO P.V.C., b'MIN. _ ELEV. ROM ... RIGHTWOOD MATERIAL - CONTRACTOR TO S b'MIN. 10 •'•.. INA ELEV. USE WELD-ON 194 GFF= GFF= (SEE PLAN) SOLVENT OR EQUAL. GFF'= z GFF= I 1437.0 1432.7 GFF= z TRASTYP. 1439.7 1434.3 1432.7 VIEW FROM FRONT YARD O LANDSCAPE AREA DRAIN DETAIL -- (GATE SVVINGS TOWARD BACK YARD) W NOT TO SCALE o INTERIOR WOOD GATE PLAN 1 PLAN 2 PLAN 3 PLAN 4 PLAN 5 PLAN 6 TYPICAL HOUSE TYPES * SEE LANDSCAPE PLANS FOR COMPLETE PLANTING AND FENCE DETAILS MG A SEE ARCHITECTURAL PLANS FOR COMPLETE FOUNDATION DETAILS 'W6 S-I6.06/ �L� l�} ��� BENCHMARK: REVISIONs: SEAL-ENGINEER PREPARED BY: PREPARED BY: �OF��g G I Alf"a IlllllllAl�l USC AND GS BENCH MARK DISK IN CONCRETE HUNSAKER & ASSOCIATES ( A (a�AN MONUMENT STAMPED D 307 1935,IS 36 FT WEST oFEssl _. _-____._ •f v IRVINE, INC PFECM OF CENTERUNE CALIFORNIA HIGHWAY 74,33 FT o�WDOk PAUL R.HUDD N,JR.R.C.E.58020 EXP.8/30/06 DATE ., INLAND EMPIRE REGION TRACT NO.2M77 OF 15 DIAL TWO WORKING SOUTH OF POWER POLE 19319 CWT. �� �'�I 'N RIVERSIDEOAM CAS92504ET(STRE951)352--7200 LOTS 3-213 _10-- BEFORE DAYS BEFORE HEIGHT OF UGHT ABOVE STATION MARK 3.28 FEET. NO.50020 m THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE WITH PUNNING/ENGINEERING/SURVEYING/GOVERNMENT RELATIONS DETAIL SHEET SHEETS YOU DIG YOU BIG s DP.s/30/°° ' ELEV.1425.76 NAVD 88.HWY ELEV.1423.31 NGVD 29 ^ t THE APPROPRIATE CONDITIONS O�DEVELOPMENT AND/OR S FOR CENTEX HOMES MARK DESCRIPTION BY APPR. DATE � CITY AND STATE LAWS AND A PERMIT CAN BE ISSUED. SCALE: 1"=30' w.a. FOR: F.a. FILE No. d TOLL FREE - 1-800-227-2800 rt 1vIL oat 2280 WARDLow CIRCLE, SUITE 150 z NOTE.• THE VERTICAL DATUM FOR THE ROUTE 74 A PUBUC SERVICE BY DESIGNED BY: MATTHEW W. BUSCH DRAWN BY:BILL WALLANDER of cAL1K CORONA.CA 92880-2896 0919-25477 CENTEX HOMES zI uNOERCRDUND SERVICE ALERT PROJECT 1S 245 FEET LOITER THAN THE VERTICAL -� - �S/A�L DATE:MARCH 2006 DATUM FOR THE TRACT IMPROVEMENT PROJECT. CHECKED BY: PAUL HUDDLESTON PROJECT MANAGER: DONALD R.CAMPBEL KEN A.SEUMALO Cm ENGINEER RCE 55915 IXP.a 30 07 (951)279-4000 m BLOCK SPLI FACE SPLITFACE BLOCK WALL TRACT BOUNDARY PERT PERIMETER WALLL PLAN PER PERIMETER WALL PLAN COUNTY OF RIVERSIDE 40.'.' - - 124.84 - 1 -- - - 1650-5860' _- 0.00 SD.00 57.20 70.71 _ 73./7 1650 0 > 57.00- .� 1665 a �B 16 0 e o 1645 N . iss2,5'IrWN, I A issio k: - 1655 tt 35 36 = ^i pq� BO _+ e s �'� 42 r �. I�I 4Fp - 1653.0 'Q 7 81.2 ��y C 37 1 N 40 I IK R,,�� ��43 - F.L.^C.B. 34 �+ m 0 A � H.P. - � °\. P� R K m yp� _ 33 I 141 aS.L -P 4� O -�'' �i 1HBP3 18fi0 3� 8 6' �p 1 1 � r ,o-I I 'x M>�9FP. 1658.4 "a\, Fr 7e� I fi- .a 32 m w I 2• m m {#.4 °o . o�1851.]T 1651.4 3113R� .J-° 3113Ro2400 0 esINFL .1 521 ---- \ m! 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NO.310. __..............._ 4"PVC PIPE o n SCALE: 1" - 30' I)n6 13V S-/6-06 z x ILv vI'w BENCHMARK: REVISIONS: SEAL-ENGINEER PREPARED BY: 6�4/ PREPARED BY: CITY LAKE E389a0 I� P� II .II" II\\ �I USC AND GS BENCH MARK DISK IN CONCRETE ,��� HUNSAKER do ASSOCIATES PFEaffi GR{����N V 111LLL11!"' ���111111 ���LLLddd llllll111111 ll MONUMENT STAMPED D 307 1935,IS 38 FT WEST oFESSI _rss -�F '�° ;'= IRVINE, INS x OF CENTERLINE CAUFORNIA HIGHWAY 74, 33 FT �Wo a"o +r4�11 PAUL R.HUDDLESTON.JR.R.C.E.58020 E%P.8/30/DB DATE INLAND EMPIRE REGION TRACT NO.2� OF c;I DIAL TWO WORKING SOUTH OF POWER POLE 19319 CWT. g &fc i. 2900 ADAMS STREET,SUITE A-15 LOTS 3-213 A/ 3 BEFORE DAYS BEFORE a F N0.58020 t'n RIVERSIDE CA 92504 (951)352-7200 HEIGHT OF LIGHT ABOVE STATION MARK 3.28 FEET. THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE WITH PLANNING ENGINEERING/SURVEYING/GOVERNMENT RELATIONS m _n YOU DIG YOU DIG UP.e73o/oe z PLAN SHEET SHEETS �q ELEV.1425.76 NAVD 88,HWY ELEV.1423.31 NGVD 29 ,fi THE APPROPRIATE CONDITIONS OF DEVELOPMENT AND/OR �� CENTEX HOMES 2 i3 MARK DESCRIPTION BY APPR. DATE ,• TOIL FREE t-800-227-280D � CITY AND STATE LAWS, AND A PERMIT CAN BE ISSUED. SCALE: 1"=30• W.O. FOR: F.B. FILE N0. o NOTE., THE VER17CAL DATUM FOR THE ROUTE 74 r6' t d' 2280 WARDLOW CIRCLE, SUITE 150 z oa A PUBDC SERVICE BY DESIGNED BY:MATTHEW W. BUSCH DRAWN BY:BILL WALLANDER oP cAu4 �/ Q�/ / CORONA, CA 92880-2896 0919-25477 CENTS% HOMES PROJECT IS 2.45 FEET LORER THAN THE WR77CAL r4r9"" OT F O� z UNDERGROUND SERVICE ALERT DATE:MARCH 2O08 951 279-4000 m DATUM FOR THE 1RACTIMPR04£MENT PRO,kCT. CHECKED BY: PAUL HUDDLESTON PROJECT MANAGER: DONALD R. 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' 50.27' S.2 44 73' 25.76' 24.4' 32.00' a 56A h / 1615 so.00' So D' I o ry0 / // IRA p19 .__ ICEBERG EET 20.25 / - O MATCHLINE - SEE SHEET 7 E z U 71 a 0 15 30 60 90 120 o 0 SCALE: 1" 30, cps? z �)/Jo 5 I6-oe CITY OF LAKE v ✓ v REVISIONS: _ __ SEAL-ENGINEER PREPARED BY: PREPARED BY: a �, I /� m I , 11 I➢ BENCHMARK: - HUNSAKR k ASSOCIATES _ PN 11d111>d Illl IV�J1}T b II1� Illh,(1 illfl USC AND GS BENCH MARK DISK IN CONCRETE IER & INCSS �A���N OF MONUMENT STAMPED D 307 1935,IS 38 FT WEST Rp9Fcss rqV OF CENTERLINE CAUFORNIA HIGHWAY 74,33 FT Oo�1utlwLFs4f1 PAUL R. DOLESTON,UR.R.C.E.58020 EXP.6/30/D6 ATE TfiACT N0.25477 INLAND EMPIRE REGION &P >oA?'; 2900 ADAMS STREET,SUITE A-15 N DIAL 7W0 WORKING SOUTH OF POWER POLE 19319 CWT.,, m10 LOTS 3-213 --_ BEFORE OAYS BEFORE HEIGHT OF LIGHT ABOVE STATION MARK 3.28 FEET. W eNO.V.e57800 R RIRING/SE CA 925G4 (951ENT RELATIONS ro YOU DIG THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE WITH pUNNING/ENCINEEPoNG/SURVEYING/GOVERNMENT REUTIONS PLAN SHEET SHEETS o You DIG s THE APPROPRIATE CONDITIONS OF DEVELOPMENT AND/OR p1EPARFD FOR 8< ELEV.1425.76 NAVD BB,HWY ELEV.1423.31 NGVD 29 MARK DESCRIPTION BY APPR. DATE I CENTEX HOMES TOLL FREE 1-eoo-227-2800 Izf c vt� CITY AND STATE LAWS, AND A PERMIT CAN BE ISSUED. SCALE: 1"=30' W.O. FOR: F.B. FILE NO. o o a N07E.• INf VERRCAL DANM FOR THE ROUTE 74 Q / / 2280 WARDL. C CIRCLE, SUITE 150 A PUBUC SERVICE BY PRO„fCT IS 2.45 FEET LOWER THAN THE VER77CAL DESIGNED BY: MATTHEW W.BUSCH DRAWN BY:BILL WALLANDER oP cAL,F Gf ., G, 0919-25477 FOR HOMES I - UNDERGROUND SERVCE ALERT DATE:MARCH 200E CORONA, CA 92880-2896 z z" DATUM FOR THE TRACT IMPROVEMENT PRO.ECT. CHECKED BY: PAUL HUDDLESTON PROJECT MANAGER: DONALD R. 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' . 50.01' 59 I $m, 4B.1 1= 159 S o 1605.2 50_01' Ste, a, 20' 20' 16.811 - F•r•G.B. $a �. s' 02.0' 178 1e,7 1 17Q Q 604.7 g 160 MATCHME - SEE SHEET S Z pg O t�i )b I•'O 0 15 30 60 90 120 aF SCALE: 1" = 30' -------- v �Ja, 6V 5-16.06 CITY OF LAKE N jIERT REVISIONS: PREPARED BY: HUNSAKER k ASSOCIATES H�� MG La BENCHMARK: SEAL-ENGINEER PREPARED BY.;=USC AND GS BENCH MARK DISK IN CONCRETE WADING --- MONUMENT STAMPED D 307 1935,IS 3B FT WEST POFESSt 7� Fl" IRVIMPI INC OF ;.> OF CENTERLINE CALIFORNIA HIGHWAY 74, 33 FT go a HUGo eS4e PAuI R.Hu STON,JR.R.C.E.5802D EXP.6/30/06 ATE INLAND EMPIRE REGION TRACT NO.25477 SOUTH OF POWER POLE 19319 CWT. $ °+•a I VERS ADAMS STREET,SUITE A-15 LOTS 3-213 IV og DIAL TWO WORKMIC » m RIVERSIDE CA 92504 (951)352-7200 ----- 8 BEFORE DAYS BEFORE N0.56020 THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE WITH PLANNING/ENGINEERING/SURVEYING/GOVERNMENT RELATIONS PLAN SHEET SHEETS o YOU DIG You Dlc HEIGHT OF LIGHT ABOVE STATION MARK 3.28 FEET. EIR.9/]B/ae w ELEV. 1425.76 NAVD BB,HWY ELEV.1423.31 NOVD 29 a THE APPROPRIATE CONDITIONS OF DEVELOPMENT AND/SUED. PRIPAIED F� CENTEX HOMES n TOLL FREE I-boo-227-2600 MARK DESCRIPTION BY APPR. DATE �� ° CITY AND STATE LAWS,AND A PERMIT CAN BE ISSUED. SCALE: 1"=30' WC). FOR: F.B. FILE No, d o d NOTE.' THE VERTICAL DATUM FOR THE ROU1E 74 Je tPIL g 2280 WARDLOW CIRCLE,SUITE 150 0919-25477 CENTEX HOMES zl A PUBLIC SERVICE BY PROJECT lS 2.45 FEET LONER THAN THE VERTICAL DESIGNED BY: MATTHEW W.BUSCH DRAWN BY:BILL WALLANDER Or cAuQ �,-/��� CORONA, CA 92880-2896 z UNDERGROUND SERVICE ALERT DATUM FOR THE TRACT IMPROVEMENT PROJECT. CHECKED BY: PAUL HUDDLESTON PROJECT MANAGER: DONALO R. 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J•^ c n me e- u -11 TRACT BOUNDARY �- „_ 6 3. 7 ®I6zs�i 41 2,.B. 373' I eu.1 g 95- U. cam. a s1B.G Oar 90 ^e . 9.J%o - I { '� mm S 20 FLU"G.B ° 67 �c sx �m u�i OI 19. 9yB1i 4z' •-a 2!a w le• N 1623.2 �� �a 1624.3•O• S d .L."G.B. o "� 08,8 16160 3s.c' _ _- .__� i C,1 2%. LL A , z, C FF.1e141 m 100,56 .00 2613L�i 1 E Ida • t2.9% ^�® n �2 P-1e1D.9�� 6• �; 979E ¢se oA - L _0 I FF•ten.e X4 2 - •1Bwi m m~ 6159 1 "- z2.1 Fd."G.8 ur- c, - • 1 1 .. za' L / ^. \ F.L"G.B. A Off" 1812. E P, I81J.4 1810.9 O n-.- I � LL � F.^•.B 18 .B 1809,2 j WI I I T78' 19 m^x � 1 G�-6fi°t _ -2: 4a4 a �m Nab �, '1� �-- - s1 Nkr It. ;� n. B mmb 6L8 2x 1620 zz2' 6� 1615 9 C '�'- e N .6� .._ 78. �I R J�, NIL--11 O U. _j I I ,b - �100.59' $� ^'� 615.E 110 2 'O -� ll' cl DARLINGTON S2 Z hO• 1 OJ• O, / / Y : s ^�J..' 9.7% my 69 - / M s sr M6b SPLITFACE BLOCK WALL PER PERIMETER WALL PLAN 2V h, 16131 PJ rys-0.6 _i �,_A '. 08.0 5'-�� _R s1t.2 -25.5' _1' g o 3e R ' B o ,: 1611.0 , I o 17 -as Lim I vl2x N1,ICI rl BO �3 _1 n 70 m 2x I I E I I� uQJ 1B11. Q J o N� ^ �\ 10� Z E. .L"G.B. LL 'm^ S ei 161 .8 D1 w 1 A F.L."c.e. 1 '�" CONSTRUCTION NOTES I f- 20• _ 45' 2R9 O O e 1608y c Q to--LANDSCAPE AREA DRAIN r I I ze.7' F.L••G�.^ n. 1 O o n. , , MATCI' UNE - SEE SWEET v 20--PRIVATE DRAIN THROUGH CURB, �o PER R.C.T.D. STD.N0. 310. TUBULAR STEEL VIEW a"PVC PIPE FENCE^ g PER PERIMETER WALL PLAN 30-- A 0 15 30 6D 90 120 0 %v. N F� SCALE: 1" = 30' �JK11b &V 5•/6.06 m Y v PREPARED BY CRY OFLJJO HIT REVISIONS: SEAL-ENGINEER PREPARED BY:�� ll /f m BENCHMARK: -- - / HUNSAKER & ASSOCIATESLI�J/ I►VT1T G USC AND GS BENCH MARK DISK IN CONCRETE � a "- MONUMENT STAMPED 0 307 1935,IS 38 FT WEST QpOFE661pN �- c '.. IRVIMPI INC OF OF CENTERLINE CALIFORNIA HIGHWAY 74,33 FT �o a auDOL�s4�11, PAUL R.Hu ESTON,dR.R.C.E.SB o EXP.B/3o/oe DA ,, INLAND EMPIRE REGIONS�• DIAL TWO WORKING SOUTH OF POWER POLE 19319 CWT. 'P� ~o'yY,. Il, 2900 ADAMS STREET,SUITE A-15 - LOTS 3-213 H N0.58020 RIVERSIDE CA 92504 (951)J52-7200 -.- m BEFORE DAYS BEFORETHESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE WITH PLANNING/ENGINEERING/SURVEYING/GOVERNMENT RELATIONS PLAN SHEET SHEETS mo g o YOU DIG YOU DIG HEIGHT OF LIGHT ABOVE STATION MARK 3.28 FEET. s EKP,6/30105 .1 THE APPROPRIATE CONDITIONS OF DEVELOPMENT AND/OR PREPARED IVEC 9e ELEV,1425.78 NAVD 88,HWY ELEV.1423.31 NGVD 29 MARK oESCRIPTION BY APPR. GATE CENTEX HOMES 0 TOLL FREE i-eoo-z27-2800 CITY AND STATE LAWS, AND A PERMIT CAN BE ISSUED. SCALE: 1 30' w.o. FILE N0. d p u NOTE.' THE VERTICAL DATUM FOR THE ROUTE 74 rF IVIL F 2280 WARDLOW CIRCLE,SUITE 150 A PUBLIC SERWCE BY PROJECT IS 2.45 FELT LOWER THAN THE VERTICAL DESIGNED BY:MATTHEW W. BUSCH DRAWN BY:BILL WALLANDER O'ceu 091 9-25477 CENTER HOMES zi UNDERGROUND SERVICE ALERT DATE:MARCH 2O06 CORONA,CA 9-4 0-2898 z DATUM FOR THE 7RACTIMPROVEMENT PROZCT. CHECKED BY: PAUL HUDDLESTON PROJECT MANAGER: DONALD R. CAMPBELL KEN A.SEUMALO CITY ENGINEER RCE 58915 EXP.8 30 07 (951)279-4000 m MATCFLINE - SEE SHEET 4 64?9120 / / o BSA/• 121 /(Fy ? - nyr. J H.P. \ IOVJ.V O' H.Y. /0• /% / / /' h 35.5p, @ M.P. �H.PF 123 r11A"94' 1 3 , 1609.3H.. i 9 � • H.P. ie 24 i 9 0 `�9R.96 .' a io 500'2 5027' 32.00' 56.00 56.00'76', ! 50.00' 50.2T 50.00' 50. 16 5 9 50.00' - 190 x uy �,eo 4e 1615 1 10 184 p1� It- Sti. ' p 181 180 185 a 183 „ s.7 a 6 � a ^ 187 ^ u S pPtso7.5 HBP. 1Bo5.I) 7 / / / w,J N H.P. F 1 dfy� nM R� H808.7 186 0• a- R� 1 D7. r H.P. _ s yv. _ •/ / `V /,_ I �i..' P H.P. V • `- , Lv 0, 1979E wm O'� - ° �7 oc� C , m gm 11 am m °, °°� t{ 1 oa 3113RSm 3113Ro� h / a i F- ox t e J P-1e09.e I 2710E m ¢. 1 2873E a. g u P.1eo7.o� I o m o m cm; OR '4O P.160e.e� 1 m N 2710R�m 1 P.1em.a- m= FF.1eozT c; 2613L� , A• t6oe , �.1en.e$�. ` m 2400R m o ,: FF-leoea L� m r .101. s 2613E o 2 F-lem.� FF-1e0e.1 6 g P-1808.E t.Fr-1eoe.a r / leo9s ' t. FF-1e09.7�t 2 P-1BOB.2 i,FF- FF-1e07.3 f LL I LL ?FF-tetoa 1 � q � 4 FF-leoes -� "• 6 A LL 9 I ico LL - A GF, GFFA i / / / '°e q w\o•' '* OFF. OFF- CF- 18 7.1 b 1em. 1607.a 1 jep- .1e06.8 1605•G.B. ! 160"2 F.I. 1607. 9_ .180e.2 gg 16 9 t 1608.8 F.L 03. „IF t ` I60. 1805. / � J / ^ '`y'�° �d � 16079 7 07.4 1 71 180 7 ,606.7 T606.3 F.L"G.B. F.L."G.B. O• F.L."C.B. ° .L^G.f / / / B" ry�� '< � G. F.L."G B F OB.0 B. F.L."C.B. s1► j.L.".. x g M •4 �-�- ^n cmr-, / 3 50.00' Lu Q ....- ,. �r 192 sx n dm - 3 '^ 20' 50.00' w // , 9,57 � m 0 v pb y 2 8 O ' y " lsosa t6a. 0 ip,l W s t 07.8 J• I O' t o7 1BOB. .L"C " 18 8.2 ,4 / / q 139.68 WT �7 h 1609.0 p Q L" 16D8 �. 1 07.4 1607.1 O' - GFF V CFF- 1606.0 F.L."GB. f#F ,2 F.L."C. � F.L."G O' i5 4] 1 GFF- 1807.9 CFF L."G.B. F.L"C B. GFF te07.4 1807.0 F.L"C.B. IL1B06.6 4� 1 A O' nm FL"G.B teae.s 7.B LO X I fIHH / 8 taw.4 L"GBteoe.e eoe.s _ I / ayl prig p� 4 7.5xt WW 5 A L s 193 n_a FL"c.e. OFF 2 sx - 01 l 9 mP.tame s o o� leoe.7 m B m P.teDes ^ a o; 2873R o; g t 271�Oa J ! 3113R o LL FF nm 2873E o t 2710E 2 FF- 1e0B5p mm v p.tem.0 e, m o F-teoe.2 0 0 3113E ; / 4,j �>•. 1609.0 ,E om , mm 3113R mu P.Ieoe.a$R 1} q�• LL �.1eoe.9 '� t P-1eo7.a �' a t,Fs.tem.7 _ , o� LL o c3 cb -4 FF.tem.3 vi P-teoe.2� 2710E g s F-1510.a FF.1eoa.B LL 173 LL•o lsozz f LL FF-1eoe., J 169 4 1 o O i FF-1B06i / szs F F-16Ge.7- FF-tetoe 174 "7.9 . G.B. O Q I 167 t 16 6 { 0' lz.za - � FF.1elo.a {' 175 � '� O �• F. G.B. �' G.B. $ 1 0 0. 17 0 0` ,ofi o p g," 6 " a H.P. 6U6.8 9 0• H.v. / 198 �a F.L."G.B. \ 0 zo zo 8 eos.7 $ 8 - �� / �- p �� _ F.L." sos.s o d p� T fio at 168 15 805.9 qG my 16 � - 176 k isH9.a 8 e0e 8 4ia� HP 172 }171 0� S� p� 1 Hal R H.P.O -SO H.P. 194- � Nab _ d' R �' g n. d°�o 50.00' S0.00' S� 50,00' - 4f+_50.00' m 50.00' 50.00' t ��<TRACT BOUNDARY COUNTY OF RIVERSIDE SPLITFACE BLOCK WALL 36.52',$ a o 20• I SPLITFACE BLOCK WALL PER PERIMETER WALL PLAN +2 �-----_~--- PER PERIMETER WALL PLAN or, h I LANDSCAPE EASEMENT HBP 7.6 a TRACT BOUNDARY 196 2710Roo; Mm m e P.teoe.egd ; 2613E9 FF-teoa.v R F-teo7.9 o a r4 FF-1609.6 . a l CFF- - -- 1607 IBO8.8 OFF. 1 06.8 1807.9 F.L.".B 607,5L' 606.8 y n SPLITFACE BLOCK WALL W '" °'`" °' I PER PERIMETER WALL PLAN Lu N 4as3, N 1 / , I �Q MOT m a - _ ' 4 ot C� l wn /I / 7808.7 N/ r ;Ii 16078 180 O� 1 07I 1608.7, \ 1808.4 L•" 1 I I .L .L.".B. .L."C.. F.L."G.. O soa.e h U o MATCHLIVE - SEE SHEET 10 ^oa �i xo 0 15 30 60 90 120 0 SCALE: 1" - 30' x-, k4rj OV 5•/6-C6 z dr vV .,-.. BY: Z iJ I I I V REVISIONS: Q j PREPARED a Ci1Y OF LAIC a�lOf1E �jf�ljII�nJ +� j11�s{'� Illd BENCHMARK: SEAL-ENGINEER PREPARED BYHUNSAKER do ASSOCIATES `USC AND GS BENCH MARK DISK IN CONCRETE �M� PLANMONUMENT STAMPED D 307 1935,IS 38 Fi WEST pOfEs51 IRVINE, INC OF OFCENTERLINE CALIFORNIA HIGHWAY 74,33 FT o a moo fPAUL R.Hu TON,JR.R..E.5802 EXP. /30/OB D TE INLAND EMPIRE REGION T�A'�T HD•2 � ,y�. + 2900 ADAMS STREET,SUITE A-15 LOTS 3-213 IVIAL TWO WORKING SOUTH OF POWER POLE 19319 CWT. �' RIVERSIDE CA 92504 (951 352-7200 BEFORE DAYS BEFORE N0.58020 n THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE WITH PUNNING/ENGINEERING/SURVEYING/GOVERNMENT RELATIONS PLAN SHEET SHEETS p YOU DIG YOU me HEIGHT OF LIGHT ABOVE STATION MARK 3.28 FEET. d ELEV. 1425.76 NAVD 88,HWY ELEV.1423.31 NGVD 29 EKF a/3a/ae THE APPROPRIATE CONDITIONS OF DEVELOPMENT AND/OR PIEPARED FOR CENTEX HOMES H7 TOLL FREE 1-800-227-2600 MARK DESCRIPTION BY APPR. GATEOR: I k1. FILE N0. d c a N07E• THE VER]ICAL DA7UM FOR THE ROUTE 74 + CITY AND STATE LAWS, AND A PERMIT CAN BE ISSUED. SCALE: 1"=30• W.C.wo rf /yIL oF+' 2280 WAR A, C CIRCLE, SUITE 150 A PUBLIC SERVICE BY DESIGNED BY:MATTHEW W. BUSCH DRAWN BY:BILL WALLANDER �'CAL1t ..:G_ .//a�. �� t o[ CORONA, CA 92880-2896 0919-25477 CENTER HOMES ZI n UNDERGROUND SERVCE ALERT DAILMICFOR THE TRACTIMPROYEMENT PRO,ECT.AL CHECKED BY: PAUL HUDDLESTON PROJECT MANAGER; DONALD R. CAMPBE KEN A.SEUMAL CITY ENGINEER RCE p 56s15�E5P DATE:MARCH 200E (951)279-4000 m MATCILINE - SEE SHEET 5 SPLITFACE BLOCK WALL 1 PER PERIMETER WALL PLAN 1 _ d oA V' o H.P. � � I lsazz 1s• I 1609.3 �9 131 o H.P. 132 H.P. 2 48.1'}� �H 50.01' 59.78' N8 O Igli 159 I O 50;01 ui 57.78 p. 20� 2p 1605.2 O ' 50y01' _16� 6 l e'9a F.L�G.B. 178 �. D2.D W � O Q 1 179 y °v 1605.1 0 F.P. 1.a ti W p 01,`... 1 16U4.7 •/ ffi H.P. 40.177 W om 1'? J,Gp.�. O 160 N 0 < 1 �O•� m 3113L0 .9�•OF�� c �M a'" Zs •o V/ 1605.9 H.P. 1605.5 A- �Lj P.1B05J FF-1 WN 1 m \Y7. J m m 2.. 805.7 41 2873Ra m W 4 W 2 A 16oa.7 0• W W 0 00 0. f A a F.L G.B. gf (� Qn P=1805,4tO� / 1979E I .1C8F0F5=4 18l)50 __ ,e mD P.180E"!mNo� I. c J J \�n �F.LJp1.6 0YG4.B�2. O _ W A 6oaa i U. �' OFF. � F.L�G.B. �S• F.L.•.C.B. B 06.2 I v�i FL.�GB. _A 1604.8 � 1604.2 O Oua3 m F.L.�G.B. F.L.G.B. gl 40.00� V/ 41.25 SPLITFACE BLOCK WALL 46.03 84.07 PER PERIMETER WALL PLAN U. O�m6 `n O H O. -N \ \ 31.2' ' - __._ +_. �473g• $1. a 1 03.9 O� 162 7 O A 87.61 U 17.87 .51.86 9.1E 3g 18 `� 50.00' 7.57 WI ' 1so3s � eoa.o 1604.3 160.0 Of. F.L." .L.^C.B. r 1604.E 4 GFF= 1605.1 1604.6 G 604.8 B. A � h 1UF _J -m m 1 1 TRACT BOUNDARY 271DL< 2873R TUBULAR STEEL VIEW FENCE I FERAL CAT VIEW PER PERIMETER WALL PLAN oo FP=lease f LL f '�=13 A x I PER PERIMETER WALL PLAN �R o i I FF.1W5A ^ 4/. ; 163 _I SPLITFACE BLOCKLWfAAA ae� R PERIMETER WALL PLAN 1$95.8 1 O 1605. LL/. 1 4.8 -� •O. 1603.9 ,(• 4y. F.L.-G.B. F.L.-C.S. 1114,1 o F.Ly-G.B - - - H.P. o 1605. = 1805.1 mo ~4 16 Hh 160 S 3:1 ` , ••"I \\ H.P S H.P. / 1_1_1 ^y 166 8 6 165 164 y ¢ _ _ _ _ _ _ 00H P 50.00' a 50.00' fp 5U.00' 55.00' V BENCH EL%=1603.5 1 . J \ 719.48' -- 160d1900 --- / I _ 2:1 SPLITFACE BLOCK WALL 1 t 5 / I gig, PF'9? pr'pfWEw9? Mil - _ _- -_-_ -- _--_-�''J TRACT BOUNDARY COUNTY OF RIVERSIDE / FERAL CAT VIEW FENCE PER PERIMETER WALL PLAN U O J E O F. Z Z W 1- IO r 0 15 30 60 90 120 <� SCALE: 1" 30' U bAb 0 V 5-L6- 06 ERTBENCHMARK: REwSIONs: SEAL-ENGINEER PREPARED BY: PREPARED BY: �� Q USC AND GS BENCH MARK DISK IN CONCRETE • HUNSAKER h ASSOCIATES �ADNG N vH� llllll...ddd �1 `l// MONUMENT STAMPED 0 307 1935.IS 38 FT WEST Q�pFcsslp4, ___ N IRVINE, INC OF $ OF CENTERUNE CALIFORNIA HIGHWAY 74,33 FT Wo Twaatfs4f PAUL R.HU LESTON,JR.R.C.E.59020 EKP.6/30/06 DATE INLAND EMPIRE REGION TRACT NO.25477 > DIAL TWO WIXtKINC SOUTH OF POWER POLE 19319 CWT. S� °.A,Ih 2900 ADAMS STREET,SUITE A-15 LOTS 3-213 �y _o_ BEFORE GAYS BEFIXtE `-"F N0.58020 m 7i RIVERSIDE CA 92504 (951)352-7200 HEIGHT OF LIGHT ABOVE STATION MARK 3.28 FEET. THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE WITH PUNNING/ENGINEERING/SURVEYING/GOVERNMENT RELATIONS PLAN SHEET SHEETS °O YOU DIG YW DIG FxP.a/ap/afi s o �� ELEV.1425.76 NAND 88,HWY ELEV.1423.31 NGVD 29 i THE APPROPRIATE CONDITIONS OF DEVELOPMENT AND/OR pREpµ�FOR TOLL FREE 1-000-227-2600 MARK DESCRIPTION BY APPR. DATE CENTEX HOMES CITY AND STATE LAWS, AND A PERMIT CAN BE ISSUED. SCALE: 1"=30' W.O. FOR: F.B. FILE N0. 0 i A PUBLIC SERVICE BY NOTE THE IER17CAL DATUM FOR THE ROUTE 74 rf CIVIL 4pQ-t 2260 WARDLOW CIRCLE, SUITE 150 z _LL DESIGNED BY:MATTHEW W. BUSCH DRAWN BY:BILL WALLANDER cnu // 0919-25477 CENTEX HOMES zi UNDERGROUND S£RMCE ALERT PRO,.�Ci IS 245 FEET LONER THAN THE VER77CAL Of/�4 06 DATE:MARCH 2O08 CORONA, CA 92880-2896 4 x DATUM FOR THE TRACT IMPROVEMENT PROJECT. CHECKED BY: PAUL HUDOLESTON PROJECT MANAGER: DONALD R. CAMPBELL KEN A.SEUMAL CITY ENGINEER RCE 56915 EXP.6 30 07 (951)279-4001 m 0 DARLING 0 STREET 4�l �,�a� 0� 19.32' ml O ti�c, R �1 ` _ 1.D5 0� 12.53'1 qi• � I `D .. � � I J 1618.1 J• I r �I G.89' � \ y 1 MATCHUNE - SEE SHEET 6 i �� `y�e, GFF I F.LsGg' �F�F.L1.6166 I GF>.F.L�a II / pe sJ� 0.0' 1817� 1814.8® II 181Z3© I� 07, u� i ♦y F .L.�G.B. o0 i 1 - �+ � \ �i t6to B .; I o, rn , � N � y s ,,. / �= 9.2 sal � FF-787Z9 m P=1814A d m m m 31 13R �I � � '� P 6 3 0f•m �� 1 F.L^•G.B. � O /y >/ 1819.9 J �o rF=1615.5�`2 � � P-7612.3 i =1B09R�o &,� r / i. rF-1111&0 I -I FF=16,a2_E sr r - o m 3• O ^-' N 1 '2 10, 1608.9 � m � _ \� 87 2&r F.L.g- y • e m - I p t7. 1 9 1616.9 O• 1 r g §� - �� I I 16 �_ 614.5' II..q ,o 9u C4 1 9.5f{ H.P. m u B: h $LL 0.6 O W �_ �� '-° ♦y `�J y 86 soe.7 m w I 4 © n 3 , 96.35' \ `9 74,so' a I �y 85 ,� p , I p / A I , I ACE B40CK A W I - L. 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I. - .. - -...._,..a..s..-w:�.,...,,...,�... ____ �'a--- _..._..,..,.;,...,.�.-.--.�:. .,..•..-....te �.a,_.. .ems:-,... _.- _. �"�.•G;.. .. .�_ -- eGG _...---- �1 21 4:1 4:1 ( P 1595.6 ca p L ♦7., I � / a� I 0 1.. 30 6D 90 120 i - SCALE: 1' _ 30' �N 1 136 Gv 5-/6. 06 z II m m CITY CF LAKE R ANOW mN vII��1C�IIry BENCHMARK: REVISIONS: SEAL-ENGINEER PREPARED BY: PREPARED BY:II\l ' USC AND GS BENCH MARK DISK IN CONCRETE (�s� IN HUNSAKRVINE.A NC CIATES � �PLANg� DIG o ��E 11���111 11 MONUMENT STAMPED D 307 1935,IS 38 FT WEST QaOFlssrgy ���fff'' OF '< OF CENTERLINE CALIFORNIA HIGHWAY 74,33 FT �o wl9oces4 fl PAUL R.H-I�LESTON, R.R.C.E.58020 EXP.5/30/06 DATE INLAND EMPIRE REGION TRACT NO.�� .y� ^e o,A o 2900 ADAMS STREET,SUITE A-15 LOTS 3-213 IV o DIAL 1W0 WORKING SOUTH OF POWER POLE 19319 CWT. 3' RIVERSIDE CA 92504 (951)352-7200 ---- m BEFORE DAYS BEFORE HEIGHT OF LIGHT ABOVE STATION MARK 3.28 FEET. NO.58020 F /E PLAN SHEET S YOU DIG YOU DIG a/F17� TNESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE WITH PLANNING NGINEERINC/SURVEYING/GOVERNMENT RELATIONS SHEETS o THE APPROPRIATE CONDITIONS OF DEVELOPMENT AND/OR PREPARED Fm ^< ELEV.1425.76 NAVD 88,HWY ELEV.1423.31 NGVD 29 MARK DESCRIPTION BY APPR. DATE si CENTEX HOMES OR: F.B. FILE N0. TOLL FREE t-a0o-227-280o sr ctva CITY AND STATE LAWS,AND A PERMIT CAN BE ISSUED. SCALE: 1"=30' W.O. NOTE' THE VERTICAL DANM FOR N ROUTE 74 f 7 . ^ 2280 WARDL, C CIRCLE, SUITE 150 A PUBLIC SERVICE BY DESIGNED BY:MATTHEW W. BUSCH DRAWN BY:BILL WALLANDER oF'cAu- �/ ` 0919-25477 CENTE% HOMES UNDERGROUND SERVCE ALERT PROJECT IS 2.45 FEET LOVER THAN THE VERDCAL d S�a�G DATE:MARCH 2O08 CORONA, CA 9-4 0-ze9B _ DANM FOR THE TRACT IMPROVEMENT PROJECT, CHECKED BY: PAUL HUDDLESTON PROJECT MANAGER: DONALD R. CAMPBE KEN A.SEUMALO CITY ENGINEER RCE 1 56915 ExP.8/30/O7 (951) 279-4000 MATChL.NE - SEE SHEET 7 1807.5 lou- I / 1807.9 F.L.-G.B. 1 �T F 160fi.6 l(7 F.L.-G.B. B. pg III I 7 / S3e it 44, 1608.7 'v R d' ' 1607.8 ' OS 1607d4 1606.7 I II .L.-C.. � .4 ., I 1 7.e F.L.+G.B. III I I I L60GB.B Oy' 1.* 5 1 F•' m C.B. sY� I1p 1 I 1 1 = 180➢A� * FL1�b180�65 1�,9 I I I I O , JT m I I , I A'2873L .m o ��BeDos 2710Ro; 2613E 'm nm I A I e. m Q Pa 1e09a.- , r o• s' F3F.-le3 i P10o7eR J I I I I I I o III I SPLITFACE BLOCK WALL �I `z� 4 l ,. p• 203 •o• 0 3 W I of 7 199 °° y o - I I PER PERIMETER WALL PLAN J I ,c 1 1 160B.2 u• O a II I �4B 4 0�3i e I I hh y4 �D 57. '2 R�H. 200 a- H.P.8� 1OH�6 R' 0. 50.01 15. 93 50 01'8 .0 °' 20' 1' I 4�8.16H6'.P. + 55.00' gr� 42' I I II T' 5000' 695 LANDSCAPE EASEMEN e H 0'4.7 20 40 .P 4 o o. e HyP, ro m 206 1sos.a 1 c5 IF.L.-G.B. 5 a >J .7o - m m i J 2873R�z' 1 1" P-,e05Ao i N w K I $d P=teos2- 2710R m o� Ia< J w P-18056� m 2400E 90 P- i. FF-t805.7�LL FT=t605s �_texas Fr.iw e° o u FF=,�S a a.. W + F ,r A II il A 1605.1 I N �\J off- CFF 18 3. 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I I I 8 4.9 H.P. y 1605.8 g LO L m II .P. .,. l Yd Ilk w \ 9•e I `V ...,. t �'@ 39.62' i6 50.00 �1 50,00, i` 50.01' ° 32.18' �� 160 1605 LOT R T LOT R a r - _ _ 0 - - - -Fa _. m.m . ._�� n --- - _ - Z ,...R1VERS= STREET w lsoo 50 1 51 s 47 :,4- 'n og , TRACT - - - g +� 0 15 30 60 90 120 - �^�•'` - �"� - �- 21 8 SCALE: 1°= 30 42 6D.66.G1 / r L�/I Ji J u 0.00' 179.. 0 �1 Gfiv 5-16-06 Z PREPARED BY CRY OP LAKE H'�� WG /"- ERT BENCHMARK: REVISIONS: $EAL-ENGINEER PREPARED BY: 10 €N USC AND GS BENCH MARK DISK IN CONCRETE �� HUNSAKER k ASSOCIATES MONUMENT STAMPED D 307 1935,IS 38 FT WEST Qsslgy IRVINE, INC VRAa�..AN OF `^ OF CENTERLINE CALIFORNIA HIGHWAY 74,33 FT o a w/OOzfs4�lt, PAUL R,HUD BTON,dR.R.C.E.SB020 EXP.e/30/OB DATE , INLAND EMPIRE REGION�'2�� 10 e5' y 2"0 ADAMS STREET,SUITE A-15 DIAL Two WORKING SOUTH OF POWER POLE 19319 CWT. N a °•A LOTS 3-213 0o BEFORE DAYS BEFORE HEIGHT OF LIGHT ABOVE STAT ON MARK 3.28 FEET. �EN�o 58020 m4 RIVERSIDE CA 92504 (951 352-7200 $� A THE SAPPROPRIA APPROPRIATE OF DEVELOPMENTAAND/ORm PLANNING/ENCINEERRVEtlNG/GOVERNMT RELAlI0N5 p�pN SHEET SHEETS oM YOU DIG You DIG �• ELEV.1425.76 NAVD 88,HWY ELEV.1423.31 NGVD 29 'OLL FREE 1-e0O-22. 2600 MARK DESCRIPTION BY APPR. DATE _AM CENTER HOMESFOR: F.B. FILE N0. o oa NOTE.• THE VERTICAL DATUM FOR THE ROUTE 74 +� IVII CITY AND STATE LAWS, AND A PERMIT CAN BE ISSUED. SCALE: 1"=30' w.o. A PJBDC SERVICE BY F 4 2280 WARDLOW CIRCLE,SUITE 150 0919-25477 CENTER HOMES PROJECT IS 2.45 FEET LOWER 1HAN INE VERTCAL DESIGNED BY:MATTHEW W. BUSCH DRAWN BY:BILL WALLANDER cAL � / /6 DATE:MARCH 200E CORONA, CA 9-42.0-2896 a UNDER(X.OUND SERVCE ALERT Of 2( 13 951 279-4000 --� DATUM FOR THE 7RACTIMPROVEMENT PROJECT. CHECKED BY: PAUL HUDDLESTON PROJECT MANAGER: DONALD R. CAMPBEL KEN A.SEUMALO CITY ENGINEER RCE 56915 EXP.B/3O 07 Q ... .......... c� .......... 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PREPARED BY' PREPARED BY: HUNSAKER, ASSOCIATES CITY OFILAKE ELSINORE USC AND GS BENCH MARK DISK IN CONCRETE ..... --------- IRVINE� INC 4 /11-* ALDUS-KEEFE A ASSOCL4 TES,INC M I-15VEDN ...........................I.. -- ROUGH GRADING PLAN - GE ONUMENT STAMPED D 307 1935,IS 38 FT WEST ..................................1 111-1-1--111——-- 11 -111, svw, DATE INLAND EMPIRE REGION 6P ...........a/, —CHNICAL CONSULTANTS OF CENTERLINE CAUFORNIA HIGHWAY 74,M FT PAUL R,HUODLESTON,JR.R,C.E.513020 EXP. 21900 ADAM$S,- jL TRACT NO.25477 �7 A-"................... RIVERSIDE CA 92'L �71. SOUTH OF POWER POLE 19319 CWT, T. 14 PLANWI40/EWQNW1Nr/5URW ANG/ NMENT raA71ONS THESE S HAVE BEEN REVIE D FOR COMPLIANCE WITH ROUGH GRADING HEIGHT OF UGHT ABOVE STATION MARK 1 METER. ............. NO,54010 , PLAN VE BEEN REME THE AP PROPRIATE CONDITIONS OF DEVELOPMENT AND/OR $0/1- CITY AND STATE LAM,AND A PERMIT CAN BE ISSUED. ELEV, 1425.76 NAVD 88,HWY ELEV,1423.31 NGVD 29 —8Y A SCALE: AS SHOWN PREPARED FOR: CENTEX HOMES DENSITY TEST LOCATION MAP N07E INE IERRCA1 DA RAM FOR W ROUTE 74 ----------- 2280 WAR LOW CIRCLE,SUITE 150 X0, Fa RLI:NO. rA -2896 0919-25476 x H Bt MATTHEW BUSCH ESIGNEP Y, MATTHEW, B;CH PROJECT IS P.45 ri.ET LOM?THAN THE WRIOCAL CORONA.CA 92880 CENTE HOMES .......... DATE' SEPT 2004 Job No.:1216.02 Date: 10130/ DA RJU FOR 94E TRACT IMPROWMENT PROZCT CHECKED �A �E PROJECT"�MANAGER:�MATTHEW BUSCH ., (909)279-40,00, N :j:i-•/ .�/ i N '_� / _v-iV ^: ,,,y c,,. -,"� N. 4. '. _ _ T1 - N v" i ` �µ - X16t}5.9H y,„, tLl . ..._.-. I .. ... 777M 5 C EXPOLANANS OThON a 6` r f7)d - SUHJF CIAL UNITS: Ptrie s' ° S REEF .. / L f i...._.. --=F'. .. t_. S_..... - - I. _.,, .,-{ "``�: # aq''- - _ .J , �}g .. 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GEOTECHNICAL CONSULTANTS OF CENTEPUNE CALIFORNIA HIGHWAY 74,33 FT "�'"�"""'"'�'�- �a M°� �7�P. � PAUL�R.HUDDLES7CN,,52...-R.C,E.5602D�EXP,6/34/R5 DATE.._.....- INLAND EMPIRE REGION Qr� SOUTH OF PO POLE 19319 CWT. ._--,__ r4 Qs$ MAI 2900 ADAMS sTREt.SUITE A-15 TRACT NO.25�'.77 11�K �..3' RSIVERSIDE CA 92504 (949)352--7200 HEIGHT OF LIGHT ABOVE STATION MARK 1 METER. _. ., �Np, p M PtAaRu�G/LN Heel,RISOR rtvCl EftNaedT mA3las ROUGH L,�1�t�lLBII'9G SITEFI'S all m TMESE PLANS#iAVE'6EEN REVIEWED FOR COMPLIANCE KMTH - ELEV,1425.76 RAID 88,HWY ELEV.1423.31 NGVD 29 NARK vESCRIPT3 Xd 8Y APPR. DATE x THE APPROPRIATE CONDITIONS OF DEVHLOPMENT AND/OR GEOLOGIC MAP . ANDPREPAREDFORTHE ,,, y, CtVll op$ w.o. FOR: R".6. FlLE NfJ. ^sr r DESIGNED 6Y: MATTHEW @USER .._ '_DRAWN 69. M I HEW BUSCH 'CAtii .._.._ - j €rW.> 1ONA,C CIRCLE,SUITE 160 PRIMcr IS 2Ra FEET LOYrER?JlAN TNf t�"Rl7CAt - ---. vORONA,CA -400-2898 0919-25477 CENTEX HOMES Job No.:1216.02 Date: 10/30/06 Plate: 2 DAWM FOR INE T7i ACT IMPRO&A,EN;FR G7 CHECKED BY., PAUL HUDOLESTON pROJ C"C MANAGE 2: tdA7tHFN BUSCH DATE" SEP C. L004 ..... ... -. ......... ,„�,m,, KETi A.SEt1MAL0 C3TY ENGINEER RCE 55915 (9U9)279-4000 N .. _ N I F /...., :U,L!x / \ \ \ MATC4�LJNE, SHEET CD N o i r vi .. N W • 1-i .,.,r ` .r, t P-1823.3 ii ) P=- u3 Y x 1L,L.1' ;111.Ya ,1 y,. 2 � � ��, , ,� !; `�!¢ xiF11.: � '� r, / 'yi,.,�:'� Q z c , ," i l W 4�d tw.00 6 09.8 1 x ? .w.li ..,1 :.27 �� � A, _ -61!�►_ r� ,t �. Ir /i' ( r �;�' �4 L N� K 1B� P-16Qtf7 f'•. K1627.2 ..... , f '�...•, y. 7 !,( �/. 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IL F :;,FF0 Fk4F„19t[f..PUl .1 ,, ..... TC. Al C; ',... "'""---^ s IV J CAI:. `J '\_ MAINTAIN ACCah'Ps,DURINR,ra„TRO '� +doGATlarv) .,, ,;, :1,h•,: 58 I�O�€le� RY, _ 5 Etk'i PROPERTY fl cA$T .. C4 .P „ T l ,i,: _r _--.,....4�te.:.•.._,.. 0 j ExistingStorm Drain ,. r 96,6 159S.F, i'' \ Vv x188.T� v : e P _ c 011 20 40 80160e o 416 N.A Ifr t 2 N SCALE: 1' >40'Lul R €I +- E` 120 ' / � �� ,• (see Plate 2 for Explanation) lu �u REVi`�lON3" ,mr � ..,,, m „�: „�ti,,,,,,a<,,,v,,,�,,,,,:,,,,,,,,,,,,,,,,,,,, ,,,��,A ,..�- ��.�,�,� �„ ,. � m,,,:,,� ,•,,.�,. -- ___- -- _. PREPARED BY: PREFAR O BY: , C1�'Y OF LAKE:I i. l€BORE USC AND GS BENCH MARK DISK IN CONCRETE HUNSAKER �' ASSOCIATES ._..._._ _ („; ALBUS-KEEFE&ASSOCIATES INC. MONUMENT STAMPED D 307 1935,IS 38 FT WEST _. _ css r i _ IRtitEa F`iC)tICaF CzFv' CC�1IC7 PL/1 GEOTECHNICAL CONSULTANTS OF CENTERLINE CAUFORNIA HIGHWAY 74,33 FT `""`"'"'"" "'�"-"`"---'-"'"""""""'"""""""""'""""- "'-"' Qacz 11 11 11 11 11 11 ._.' 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W �� LU (see Plate 2 for Explanation) ATCHLINE - SEE SHEET 6 fi 9 REVISIONS: a fNY[�€;. _ PREPARED BY: PREP R 1 Est: HUNAE3SY3CiATES t USN AND GS BENCH MARK DISK IN CONCRETE IRNINE INC ROUGH GRADING PLAN ALBUS-ICEEFE&ASSOCIATES.INC MONUMENT STAMPED D 307 1935,IS 38 FT WEST - u less, " - e� "< aauL R.Huoo E.sraw. :R .F.�aQzaxp s%atifa>R DArt INLAND #4PiRE REGION UE Georect wcAL cortsuLrANTs OF CENTERLINE CALIFORNIA HIGHWAY 74,33 FT � "" n e"oQ;es e � 2sw ADAdS R ET SUITE A-15 SOUTH OF POWER ROLE 19319 CWT. - 'oa RVER5lDL CA p280d {®09)357,-72QD TRACT Nf).2a477 HEIGHT OF LIGHT ABOVE STATION MARK 1 METER. -„- p�No.wa2n n PLP.NINc/ENC4NEER€rkc:/s6RVL1mM/C,QVEs�M041 VIATIONS ' ! GRADING { ¢ w nv.spn/ex ^� THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE Wfli ROUGH GRADING SHLF.:IS GEOLOGIC MAP ELEV.1425.76 NAVD 83,HWY ELEV.1423.31 NGVD 29 MARK --__ QESCtTIP11t27 _ 9Y APPR. DATE a THE APPROPRIATE'CONDITIONS OF DEVELOPMENT AND/DR sy CITY AND STATE LAWS, AND A PERMIT CAN HE ISSUED, SCALE AS SHOWN'PREPARED FOR: CE►dTEX HOMES NOTF• 7NE'WR17CAL DAWM FOR THE ROUTE 7R - � _ ,_.. _. ,F ,v(i �+ f a. FILE Na. DESIGNED BY: MhTTHEW BU5CH DRAWN BY: MA7YF7EW HUSCH fir'eAUR ................ ............-1 :.280 WARDLOW CIRCLE,SUITE 150 PROJI"CI IS 2.45 fTFF LOHE-R 91AN 7NE WRACAL --___..�._.._.___.� __.___..w ._... ...._.___._...-..... ,,._. - ;CORONA, CA 92880-7896 0919-25477 CENTER NC>tvtES Job No,:1216.02 Date: 10/30/06 Plate: 1 DATUM FOR 7NE TRACT AMPROWMENT PROJECT, CHECKED BY: PAUL HUDDLESTON PROJECT MANAGER: MATTINEW BUSCH -- - -- ,._,...-,,..... ... .. .............._ MATE, SEPT. 20041 (gG9}279-400G .... KEN A. CITY ENGINE R RCE 38916 ' 1 1 ALB CIS-KEEFE & ASSOCIATES, INC. GEOTECHNICALlCONSULTANTS SCOTT FALEKAS bt AoouCIATES, iNC, BY DATE These plans have been reviewed for adheJune(24?2008 applicable codes and ordinance. AuthY.T11atf216.'62 Ms. Jane Blasingham hereby granted to issue a building permit pending Centex Homes approval by all applicable City agencies. 1265 Corona Pointe Court The issuance or granting of a permit based on Corona, California 92879 approval of these plans shall not be construE,. r- permit or approve any violation of the applic codes or ordinance. No permit presumed to authority to violate or cancel the provisions of s. Subject: Update Seismic Design Para meterstiLots 22,21-224, 234-237 and 251-254 of Tract 25479, and Lots 1-8, 74-81, and 116-123 of Tract 25477, City of Lake Elsinore, County of Riverside, California. Dear Ms. Blasingham: We understand that the City of Lake Elsinore is requiring the su ots be designed and constructed in compliance with the 2007 California Building Code }. The updated seismic parameters in compliance with the 2007 CBC are provided herein, 1 ` Parameter,. , '* ::.., Vapie Site Class Mapped MCE Spectral Response Acceleration, short`p hod ,, 1.500 Mapped MCE Spectral Response Acceleration, atcb;_ c..pe , Si 0.6gK 1 Site Coefficient, Fa ` 0 Site Coefficient, Fv 5 Adjusted MCE Spectral Response Acc IeYa.Uon, t periods, SMs 0 ` Adjusted MCE Spectral Response c rat' 1-sec. period, VIV.90 Design Spectral Response Acce No434eriods, S 1.00 Design Spectral Response AreAdtion, a -sec. perio t 0.60 Seismic Design Category J D MCE =Maximum Considered Earthquake �!' We appreciate this opportunity to be of service t8�(yoou. If ou s Id have any questions regarding the contents of this report, please do not hesitate to call r office. Sincerely yours, ALBUS-KEEFE& ASSOCIATES, INC. pTrlrSSlpk, V $+ James J.M. Chang `�`� Exp.03131MO � Associate Engineer 1r GE 2180 1011 North Armando Street, Anaheim CA 92806-2606 (714) 630-1626 FAX(714) 630-1916 ALB US-KEEFE & ASSOCIATES, INC. ' I-K GEOTECHNICAL CONSULTANTS October 30. 2006 J.N.: 1216.02 Ms Jane Blasingham Centex Homes 1265 Corona Pointe Court Corona, CA 92879 Subject: Rough Grading Report, Rosetta Canyon Development, Lots 1 through 189 and 191 through 213, Tract 25477, City of Lake Elsinore, County of Riverside, California. ' Dear Ms. Blasingham We are pleased to present to you our report of rough grading services for Lots 1 through 189, and 191 through 213, within Tract 25477. This report presents a summary of our geotechnical observation and testing services we provided during site rough grading operations and includes our conclusions and recommendations pertaining to future site development based on the as-graded site conditions. 1 We appreciate this opportunity to be of service to you. if you have any questions regarding the contents of this report, please do not hesitate to call. Sincerely, Alhus-Keefe & Associates, ]nc. APPROVED �. FOR PERMIT ISSUANCE / SCOTT FAZEKAS &ASSOCIATES, INC. BY (.. Yr DATE Patrick M. Keefe These plans have been reviewed for adherence to v Principal Engineeri Geologist applicable codes and ordinance. Authorization hereby granted to issue a building permit pend-, 1 approval by all applicable City agencies. Distribution: (6) Addressee The issuance or granting of a permit based of approval of these plans shall not be construed is permit or approve any violation of the applicable codes or ordinance. No permit presumed to give _ authority to violate or cancel the provisions of such codes shall be valid. I1011 North Armando Street, Anaheim CA 92806-2606 (714) 630-1626 FAX(714) 630-1916 Centex Flomes October 30, 2006 J.N.: 1216.02 Page i TABLE OF CONTENTS REPORT 1.0 INTRODUCTION ...................................................................................................................... I 1.1 PURPOSE......................................................I....................................... ................................. 1 1.2 PROJECT LOCATION AND JURISDICTION..................................................................... 1 1.3 SCOPE OF SERVICES................................................... 2.0 SUMMARY OF ROUGH GRADING OPERATIONS................................. ........................... 2 2.1 SITE PREPARATION ............................................................................................................ 2 2.2 FIELD SURVEY CONTROL....................... 2.3 CANYON SUBDR.AINS ........................................................ .... 3 2.4 SHEAR KEY................................................................... _..............--- .................................. 3 2.5 FILL PLACEMENT......................•..----..................................---.............................................. 3 2.6 LOT CAPPING .............................•............................................--------.......................---........... 4 2.7 - BEDROCK/FILL CONTACTS ......................................... .................................................... 4 2.8 STREET CAPPING ........................................•----.....................................- ... 4 .......................... 2.9 FILL SLOPES AND FILL OVER CUT SLOPES.................................................................. 4 2.10 STABILIZATOIN FILL SLOPE.............:.............................................................................. 5 2.1.1 CUT SLOPES.......................................................................................................................... 5 2.12 BACKDRAINS ......... ............................................................................................................. 5 3.0 AS-GRADED GEOLOGIC CONDITONS................................................................................ 5 3.1 GEOLOGIC OBSERVATIONS ............................................................................................. 3.2 GEOLOGIC UNITS..................................................... .......................... 6 3.2.1 Topsoil (No Map Symbol)............. .................................................................................. 6 3.2.2 Alluvium/Colluvium- undifferentiated (Qal/Qcol).......................................................-. 6 3.2.3 Granitic Bedrock (KIr)...........................................................................................--...... .. 6 3.2.4 Bedford Canyon Formation (Jbc) ..................................................................................._ 6 3.3 GEOLOGIC STRUCTURE .................................................................................................... 7 3.3.1 Foliation and Joints........................................................................................................... 7 t' 3.3.2 Faulting............................................................................................................................. 7 3.4 LANDSLIDES......................................................................................................................... 7 3.5 GROUNDWATER.................................................................................................................. 7 4.0 FIELD TESTING........................................................................................................................ 7 5.0 SETTLEMENT MONITORING....................................................................................... S 6.0 LABORATORY TESTING........................................................................................................ 8 7.0 CONCLUSIONS............................. c T1WORK COMPLIANCE.......................................................................................................... 9 7.2 FUTURE SITE DEVELOPMENT.......................................................................................... 9 T3FAULTING ..........................................................................._....................... 9 7.4 GROUND SHAKING........................................................................................................ 9 7.5 LIQUEFACTION.................................................................................................................... 9 7.6 SETTLEMENT ..................................................................................................................... 10 T7 SLOPE STA131LITY ....................................................... .... 10 .... ... . . ........... 7.8 GROUNDWATER................................................................................................................ 10 8.0 RECOMMENDATIONS.......................................................................................................... 11 ALB(IS-KEEFE& ASSOCIATES INC. Centex Homes October 30, 2006 1.N.: 1216.02 Page iii 8.1 POST GRADING CONSIDERATIONS .............................................................................. 11 S.1 .l Site Drainage................................................................................................................... 1 I 8.1.2 Soil Amendments and Irrigation..................................................................................... I I 8.1.3 Utility Trench Backfill.................................................................................................... I I 8.1 .4 Improvements On and Adjacent to Slopes...................................................................... 12 8.1.5 Re-Certification of Pads.................................................................................................. 12 8.2 SEISMIC DESIGN PARAMETERS ..........................................................4......................... 12 8.3 SETTLEMENT CONSIDERATIONS.................................................................................. 13 8.4 SOIL EX13ANSION............................................................................................................... 13 8.3 CONVENTIONAI. FOUNDATIONS (VERY LOW EXPANSION POTENTIAL)........... 13 8.5.1 General ...................... .........................................................................4..................... 13 8.5.2 Allowable Bearing Value................................................................................................ 13 8.5.3 Lateral Resistance........................................................................................................... 13 8.5.4 Footing Depths and R.einforcernent................................................................................ 13 8.5.5 Interior Slabs on Grade......................................................................4.4.......4.................. 14 ' 8.6 CONVENTIONAL FOUNDATIONS (LOW EXPANSION POTENTIAL)....................... 14 8.6.1 General.............................4............4.......4...... ...... ......................4............— 14 8.6.2 Allowable Bearing Value.......44......4.......... ............................................................4........ 14 8.6.3 Lateral Resistance.............................................................................................4............. 14 8.6.4 Footing Depths and Reinforcement—....4...........4...4....4.....4.........4........4.... .....4............... 13 8.6.5 Interior Slabs on Grade................................................................................................... 15 e8.7 POST-TENSION SLABS ON GRADE— LIQUEFACTION AREA (LOTS 132-136, 148- 166, 177-184).................................................................................................................................4. 16 8.8 FOUNDATION SETBACKS................................................................................................ 17 8.9 FOOTING OBSERVATIONS ....................................................................................... 17 8.10 RETAINING WALLS........................................................................................................... 18 8.10.1 General................................................................................................4.....................4-48 8.10.2 Bearing Capacity, Lateral Resistance, and Reinforcement ......................................... 18 8.10.3 Footing Setback...........................................................4.....4...4.............4.. . 18 8.10.4 Footing Observations................................................................................................... 18 8.10.5 Earth Pressures .... 8.10.6 Drainage and Moisture-Proofing............................................................................4.... 19 8.!0.7 Retaining Wall Backfill................................................................................................ 19 8.11 EX"ITERIOR FLATWORK. 19 8.12 CEMENT TYPE....................................................... ............................................................ 20 8.13 SLOPE 1VIAINTENANCE.................................................................................................---- 20 8.14 PLAN REVIEWS AND CONSTRUCTION SERVICES..................................................... 20 9.0 CLOSURE ..............................................................................................................................4. 21 REFERENCES .....................................................................................................4.4... .. 22 AI_BU.S-hEEFE R ASSOCIATF_S, Ir\C. Centex Homes October 30, 2006 J.N.: 1216.02 Page iii APPENDICES APPENDIX A - SUMMARY OF FIELD DENSITY TEST RESULTS Table A — Summary of Field Density Test Results APPENDIX 13- MAXIMUM DE,PTI-I OF FILL BENEATH LEVEL PAD AREAS Table—B-1 —Maximum Depth of Fill Beneath Level Pact Areas APPENDIX C—SUMMARY OF LABORATORY TEST RESULTS Table C-1 — Maximum Dry Dcnsity and Optimum Moisture Table C-2 —Summary of Laboratory Test Results MAPS PLATES I through 3 — Geologic Maps (pocket enclosures) PLATES 4 through 6— Density Test Location Maps (pocket enclosures) i 1 1 ALB US-KEEhT ASS OC1A TES, INC Centex Homes October 30, 2006 J.N.: 1216.02 � Page I 1.0 INTRODUCTION 1.1 PURPOSE This report presents a summary of geotechnical consulting services provided by Albers-Keefe & Associates, Lic., during rough grading of Lots 1 through 189 and 191 through 213 within Tract 25477, as well as our conclusions and recommendations pertaining to future site development. Rough grading of Tract 25477 was perforned for the purpose of creating 213 single-family residential lots, associated roadways, and open space slopes. Rough grading under the purview of this report was performed from July, 2005 through July, 2006. This adi�ig was performed concurrently with the grading of Tract 25476. A power pole scheduled for future removal is present. within Lot 190. This power pole was protected in-place during rough grading. Therefore, this lot has been omitted from tills report. A separate report should be prepared for Lot 190 following the removal of the power pole, the surrounding- unsuitable soils and completion of grading within the lot. 1.2 PROJECT LOCATION AND JURISDICTION Tract 25477 is located southeast of Highway 74 and north of Riverside Drive in the City of Lake Elsinore, County of Riverside, California. The subject tract is surrounded by semi;rural residential developments and/or open space on all sides. " The layout of Tract 25477 is shown on the plans entitled "City of Lake Elsinore, Rough Grading Plan, Tract No. Tract 25477", prepared by Hunsaker & Associates, Irvine; Inc., Inland Empire Region. These plans are enclosed herein as Plates 1 through 3 (Geologic Maps) and Plates 4 through 6 (Density Test Location Maps). Rough grading operations summarized herein were performed under the jurisdiction of the City of Lake Elsinore, California. 1.3 SCOPE OF SERVICES Albus-Keefe & Associates, Inc., has provided geoteciulical consulting services as described below: • Reviewed referenced geotechnical reports by this Finn and others for the subject site and adjacent sites. • Provided observation during clearing and grubbing operations. • Provided observation during removal of unsuitable earth materials. • Provided observation of fill keys and overexcavation bottoms. - E T.,' t AI_BUS K.L!'E& ASSOCIA L'S, iVC. Centex Homes October 30, 2006 I.N.: 1216.02 Page 2 • Provided observation during placement of subdrains and back-drains. • Provided observation and field-testing during scarification, moisture conditioning and recompaction of exposed earth materials within removal and overexcavation bottoms, and during fill placement within the site. • Provided observation and field testing during fill slope construction. • Provided observation during cut slope construction. • Provided laboratory testing of earth materials encountered during rough grading operations. 5 b o b a g l Y Preparation of this report summarizing our observations, results of field and laboratory testing and opinions and recommendations relative to future development of the site. 2.0 SUMMARY OF ROUGH GRADING OPERATIONS r2.1 SITE PREPARATION The subject site was cleared of deleterious debris, trees, and other vegetation prior to rough grading operations. The deleterious materials were generally disposed of offsite. Within proposed residential and other structural areas, existing non engineered fill materials, topsoil, colluvium, weathered alluvium; and weathered bedrock materials . were removed through overexcavation and/or benching to expose competent alluvium and/or bedrock considered suitable for support of the proposed engineered fill, structures or related improvements. The type and distribution of earth materials exposed after removal and/or overexcavation are illustrate([ on the enclosed Geologic Maps, Plates 1 through 3. At the graders discretion, some local "core stone" boulders within granitic bedrock were blasted for the purpose of reducing oversize rock prior to fill placement. Removal depths beneath the site generally varied from approximately 3 feet to 10 feet. However, removal of alluvial soils adjacent to Wasson Creek were extended to depths up to 30 feet below existing ground surface for shear key construction; as summarized in Section 2.4. All remedial removal bottoms and overexcavation bottoms were documented by GPS Precision Grade for determination of earthwork quantities. 2.2 FIELD SURVEY CONTROL Documentation of removal/overexcavation bottoms and geologic conditions shown on the enclosed geologic maps were recorded with reference to control points (Northing, Easting, and Elevation) provided by GPS Precision Grade and hand level measurements. ALBUS-KEEF'E & ASSOCIATES INC. Centex Homes October 30, 2006 J.N.: 1216.02 Page 3 2.3 CANYON SUBDRAINS Following removals, subdrains were installed in the main canyons and in significant drainage courses in general conformance with the recommendations contained in this frm's referenced grading plan review report for the site. The subdrains were constructed with 8-inch and/or 6-inch-diameter PVC Schedule 40 perforated pipe and were embedded in 9 cubic feet of 3/4-inch.gravei per linear foot of pipe and wrapped in Filter fabric. The subdrains were installed on a competent bench excavated on the bottom or along the sidewalls of the clean-out areas and were set to drain at a minimum gradient 1 of 1 percent toward outlets. The outlets consist of similar solid pipe and are embedded in compacted fill. Some canyon subdrains were connected to the storm drain systems within Riverside Street at the southern boundary of the site. The approximate as--built locations and elevations of the subdrains are indicated on the enclosed Geologic Maps, Plates 1 through 3. 2.4 SHEAR KEG` In order to mitigate the potential for liquefaction-induced lateral spread in the vicinity of Wasson Creek, a minimum 20-foot-wide shear key up to approximately 30 feet in depth was constructed adjacent to the property boundary at the rear of Lots 151 through 164 and Lot AA (Basin C). The shear key was extended through surficial alluvial deposits into underlying granitic bedrock. Due to shallow groundwater conditions along Wasson Creek, a temporary dewatering system was constructed by Foothill Engineering and Dewatering between Wasson Creek and the recommended shear key. Groundwater extraction wells were placed approximately every 50 feet and discharged to a baker tank that ultimately outleted to Wasson Creek. Due to the high volume of water present, additional surface pumps were utilized by the gading contractor during excavation of the shear key to reduce the water in the key bottom. However, the combined pumping of the dewatering wells and the surface pumps were only able to maintain the groundwater to an elevation of approximately 2 to 3 feet above the bedrock. Therefore, in order to achieve a stable bottom for placement of compacted fill, a mixture of sand and granitic rock fragments Lip to 24 inches in diameter was placed on the keyway bottom. The granitic rock fragments were generated during grading of adjacent areas. Following construction of the shear key and placement of compacted fill to finish grades, three settlement monuments were installed within the shear kev backfill area to monitor for settlement of the sand and rock mixture utilized to achieve a stable surface for fill placement. A discussion of our settlement monitoring program is provided in Section 5.0 of this report. 2.5 FILL PLACEMENT Prior to placement of engineered fill materials, the exposed ground was generally scarified to a depth of approximately 6 inches, moisture conditioned to a relatively uniform moisture content near or slightly above optimum, and then compacted. Following preparation of the exposed ground surface, fill was placed in lifts approximately 6 inches in thickness; moisture conditioned to relatively uniform moisture content near or slightly above ALBUS-KEEFE & ASSOCIATES ,INC. Centex Homes October 30, 2006 J.N.: 1216.02 Page 4 ' optimum, and then mechanically compacted. Mechanical compaction was achieved by using a rubber-tire dozer (Caterpillar 824/834) and sheepsfoot roller, as well as by wheel rolling with loaded scrapers. Each lift was placed in a similar manner. Fill materials were derived from removal and cut areas within the development. Prior to placement of Ell on surfaces inclined steeper than approximately 5:1 (h:v), near vertical benches were cut into competent earth materials within the adjacent ascending terrain. Some oversized rock Neater than 3 feet.in maxlrnurn dimension was generated during the rough grading operations and was reduced in sire or' removed from the site for crushing. Oversized rock less than 3 feet in maximum dimension was generally scattered within the engineered fill materials at depths greater than 10 feet below finish grade and 10 feet horizontally from finished slope faces. The oversized rock was lnrxed with granular materials and spread throughout the fill to eliminate nesting. The approximate limits of compacted fill placed under the purview of this report are shown on the Density Test Location Maps; Plates 5 through 7. The approximate niaximurn depths of fill placed beneath the level portions of the residential lots are presented in Table 13-1 in Appendix B. 1.6 LOT CAPPING ' Cut Lots: Cut lots that exposed bedrock were over excavated to a depth of 3 feet at the rear of the lot and 5 feet at the front of the lot and replaced with a compacted'fill blanket. Transition Lots: Transition lots were over excavated to a depth of 4 to 5 feet below final pad grade or to a depth equivalent to approximately 1/3 the maximum fill thickness beneath the lot, which ever was greater, and replaced with a uniform fill blanket. The overexcavation extended across the entire level portion of the lot and drained toward the deeper fill. 2.7 BEDROCIQFILL CONTACTS To mitigate the potential for excessive differential settlement, the geometry of the bedrock/fill contact within the upper 30 feet of the finish pad gnades were excavated no steeper than l.5:1 (l?:v). 2.8 STREET CAPPING Streets exposing very hard bedrock or shallow fill were overexcavated approximately 18 inches below the invert of the deepest utility line within the street. Overexcavation depths were based on field control provided by GPS Precision Grade. 2.9 FILL SLOPES AND FILL OVER CUT SLOPES Fill slopes and fill over cut slopes were constructed at a maximum slope ratio of 2:1 (h:v) or flatter, to a maximum height of approximately 26 feet. Fill slopes were constructed, where necessary, with a keyway having a minimum width of 15 feet and a lnlnllnum, embedment of 2 feet into competent ALB US-.ff.E.E.FL- & ASSOCIATES, IA'C. Centex Homes October 30, 2006 .I.N.: 1216.02 Page 5 ' bedrock. Fill over cut slopes were provided with keyways having a minimum width of 15 feet founded in competent bedrock. All fill slopes were either constructed by over filling and trimming back to a compacted core or were built to neat-line and backrolled with a sheepsfoot roller at least every 4 vertical feet during slope constriction. The finished slope faces were then track-walked with a small dozer to compact the slope face. 2.10 'STABILIZATOIN FIL.1 SLOPE Due to unsuitable surficial soil conditions exposed within the cut slope descending from the property boundary to Lots 44 through 47, the slope was removed and replaced as a stabilization fill slope. The stabilization fill slope was constructed at a maximum slope ratio of 2:1 (lt:v) and to a maximum height of 8 feet. The stabilization fill slope was constructed with a minlmurm 15 foot wide fill key with a minimuun embedment of 2 feet into competent bedrock. The stabilization fill slope was constructed by over filling and trimming back to a compacted core. The finished slope faces were then tracked-walked with a small dozer to a compact the slope face. The location of the stabilization fill key is shown on the enclosed Geologic Map, Plates 1 and 2. 2.11 CUT SI.,OPES Cut slopes were constructed at a maximum slope ratio of 2:l (h:v) or flatter, to a maxi.murn height of approximately 9 feet. Cut slopes were observed by an engineering geologist from this fine to evaluate their long-term suitability. 2.12 BACKDRAINS iA Backdrain was provided in the stabilization fill slope at the rear of Lots 44 through 47. The backdrain was constructed with a 6-inch-diameter perforated P.V.C. schedule 40 pipe, and was embedded in at least 5 cubic feet of 3/4-inch gravel per lineal foot and wrapped in filter fabric. The backdrain was generally set to drain at a minimum gradient of 1 percent toward the outlet. The outlet for the backdrain was constructed with similar size solid P.V.C. pipe. The backdrain should be connected to the proposed stonn drain system; upon its completion, within Steel Valley Road. The approximate as-built location and elevations of the backdrain is indicated on the enclosed Geologic Maps, Plates 1 and 2. 3.0 AS-GRADED GEOLOGIC CONDITONS 3.1 GEOLOGIC OBSERVATIONS Periodic geologic observations were made during rough grading to compare the anticipated and as- graded geologic conditions. The geologic conditions that were mapped are relatively similar to the anticipated conditions and are shown on the enclosed As-Built Geologic Maps, Plates 1 11-ror.ugh 3. Detailed descriptions of geologic units encountered at the site during rough grading are discussed in the following section. 1 ALBUS-KEEFE & ASSOCIATES, INC. Centex Homes October 30, 2006 J.N.: l 216.02 ' Page 6 3.2 GEOLOGIC UNITS 3.2.1 Topsoil (No Map Symbol) A poorly developed topsoil horizon mantled the weathered portions of the bedrock within the site. The topsoil materials encountered during the rough grading operations consisted of gray-brown, orange-brown or red-brown; sandy silt to silty sand. These materials were typically dry to damp, stiff to loose, porous, and contained root hairs. The thickness of the topsoil encountered during the rough grading operations summarized herein varied from about 1 foot to 2 feet. All topsoil material encountered within the limits of rough grading was completely removed to expose competent bedrock prior to the placement of compacted fill. 3.2.2 Alluvium/Colluvium — undifferentiated (Qal/Qeol) Alluvial and colluvial soil deposits were present within canyon bottoms, drainage swales, near the base of natural hillsides, and in the relatively flat flood plain adjacent to Wasson Creek. These deposits were produced by the accumulation of soil and weathered bedrock debris that moved down slope by the process of creep and erosion (colluvium) or transported by water (alluvium) during storm and flood events. In general, the alluvial and colluvial soils consisted of various mixtures of gravelly sand, silty sand and sandy silt with locally abundant to scattered rock fragments and scattered boulders. These deposits were found to be generally dry to moist and locally saturated near active drainage courses. Where encountered at the base of natural slopes and in drainage swales, these deposits varied from 2 to 5 feet thick. All alluvial and colluvial soils within these areas were removed in their entirety. However, within the flood plain area related to Wasson Creek, the alluvial materials were removed to expose saturated alluvium at a minimum depth of 10 feet below the original ground surface. The limits of alluvial materials left in place are depicted on Plate 2 attached to this report. 3.2.3 Granitic Bedrock (Kgr) Cretaceous-age Tonalite, or '*Granitic Bedrock" underlies most of the site and was locally exposed as bouldery outcrops along the tops and flanks of rounded hilltops. The granitic rock unit is generally medium- to coarse-grained, moderately hard to very hard and exhibits an orange-brown weathered hue near the ground surface to an olive-gray or gray-brown fresh color at depth. In general, the "granitic" rock is massive to weakly foliated, moderately to highly jointed, and contains resistant `core stone*, dikes,.and sills. In general, this rock unit is highly weathered near the ;round surface. The "core stone" exhibited the most difficult excavation characteristics and required localized blasting by the contractor during the rough grading operations. 3.2.4 Bedford Canyon Formation (Jbc) Jurassic-age rnetasedimentary bedrock of the Bedford Canyon Fonmation locally caps the ridges along the northern boundary of the site and includes slates, quartzites, and phyllites units. These rock units are generally moderately hard to extremely hard, massive to well foliated, and highly Jointed. The most abundant rock types within the site and adjacent areas are the slate and phyllite ' units that are typically laminated to well foliated along relict bedding planes and are extremely fractured and jointed. Where exposed near the original ground surface; the upper 1 to 3 feet of the ALBU.S-KEEFE. & ASSOCIATES, INC. Centex Homes October 30, 2006 J_N.: 1216.02 Page 7 ' bedrock was observed to be highly weathered and was, therefore, removed down to competent bedrock prior to placement of compacted fill. 3.3 GEOLOGIC STRUCTURE 3.3.1 Foliation and Joints The bedrock units observed within the site typically exhibit indistinct to well developed foliation structure. Foliation within the Bedford Canyon formation is generally well developed and closely spaced within the slate unit and becomes progressively less developed within the phyllite, and quartzite units. Regional foliations generally strike northeast to northwest and dip at moderate to high angles varying from approximately 37 to 80 degrees to the north. Foliation within the granitic bedrock is typically poorly developed to massive. Jointing of the bedrock materials is extensive throughout much of the site. Joint sets are typically randomly oriented, closely spaced, slightly open in the near surface weathered profiles and are predominately high angle. 3.3.2 Faulting Geologic literature, our previous field exploration, and geologic field observations performed during rough grading do not indicate the presence of active faulting within the site and the site does not lie within an "Earthquake Fault Zone" as defined by the State of California in the Alquist-Prioto Earthquake Fault Zoning Act. 3.4 LANDSLIDES No landslides were identified within or adjacent to the site during the rough grading operations. 3.1-5 GROUNDWATER Ground water was encountered during rough grading within the eastern portion of the site, adjacent to Wasson Creek. Groundwater encountered in the vicinity of Wasson Creek was present at depths as shallow as 8 feet below the original ground surface. 4.0 FIELD TESTING The in-place density of fill materials was determined in accordance with ASTM D 1556 (6-inch sand cone) and ASTM D2922/D3017 (nuclear gauge). The results of field density tests were compared to the maximum density determined in accordance with ASTIVI D 1557-02 to evaluate relative ' compaction. Where test results indicated a relative compaction less than 90%, the limit of the area of substandard fill was determined, the fill materials were then moisture conditioned, if needed, and recompacted until subsequent testing resulted in a relative compaction of 90% or greater. Field density tests were taken at a frequency of at least one test per 1000 cubic yards of fill placement and/or one test for every two vertical feet of fill placement. Near surface density tests were taken ALBUS-KEEFE & ASSOCIATES, INC. Centex Homes October 30, 2006 J.N.: 1216.02 Page 8 upon achievement of rough pad grade. The results of field density tests are presented in Appendix A, on Table A. The approximate test locations are shown on the enclosed Density Test Location Map; Plates 4 through 6. 5.0 SETTLEWNT ]MONITORING ' Three (3) settlement monuments were installed at the locations indicated on Plate 2. Settlement monuments SM-77-154, SM-77-158, and SM-77-162 were installed within Lots 154, 158 and 162, respectively. The settlement monuments consisted of 5-foot-long, 1/4-inch-diameter galvanized pipe embedded in approximatel}, l 8 inches of concrete. The pipes were cased with 3-inch PVC pipe from the concrete up to the ground surface. The settlement monuments were installed to monitor potential settlement of the sand and rock mixture utilized to achieve a stable bottom for fill placement in the shear key area as discussed in Section 2.4 of this report. Review of data obtained during site grading indicates that settlement monument SIVI-77-154, SM-77- 158, and SM-77-162 are underlain by approximately 37 to 38 feet of engineered compacied till, overlying competent bedrock. The project civil engineer, Hunsaker & Associates Irvine, Inc., provided the survey control of the settlement monuments and the data was provided to this office foi- review and evaluation. Readings were generally obtained every two weeks for approximately 4 months. Extrapolating this data to 50 years, the total remaining settlement is estimated to be less than % inch. 6.0 LABORATORY TESTING Representative samples of the onsite soils were collected and tested in the laboratory during the rough grading operations. Maximum dry density and optimum moisture content tests were performed on iselected samples in general conformance with Test Method ASTM D-1557-02. Pertinent test values are presented within Appendix C, Table C-1. Expansion Index tests were perfonned on representative earth materials encountered near finish pad grades during rough grading operations. Expansion Index testing was completed in accordance with Uniform Building Code, Standard (U.B.C.) 18.2. Test results are presented within Appendix C, Table C-2. Soluble sulfate tests were performed on representative earth materials encountered near finish pad grades during rough grading operations. Soluble sulfate tests were completed in accordance with 1-1 California Test Method No. 417. The test results are presented within Appendix C, Table C-2. iAtterberg Limits were performed in accordance with Test Method ASTM D-4318-93. Plastic Index values are presented within Appendix C, Table C-2. ALBUS-KEEFE & ASSOCIATES INC. Centex 1-10111es October 30, 2006 .l.N.: 1216.02 Page 9 7.0 CONCLUSIONS 7.I WORK COMPLIANCE Earthwork carried out under the observation and testing by Alhtt.s-Keefq & Associates, Inc., was performed in substantial conformance with the project plans and specifications, the grading codes of the City of Lake Elsinore, and applicable portions of the project geotechnical requirements. Albus- Keefe & Associates, Inc., is not responsible for line and grade. Rough grading work. for the site has been observed and tested in a manner consistent with the standard of care currently exercised by ' members of the profession practicing in the same general locality under similar conditions. 7.2 FUTURE SITE DEVELOPMENT From a geotech.nical point of view, rough-grading completed under the purviexv of this report is considered suitable for future residential development as currently proposed provided that the recommendations presented herein and in our referenced geotechtiical reports are implemented during future grading and construction. A power pole scheduled for future removal is present within Lot 190. "this power pole was protected in-place during rough grading. Therefore, this lot has been omitted from this report. A separate report should be prepared for Lot 190 following the removal of the power pole, the surrounding unsuitable soils and completion of grading within the lot. 7.3 FAULTING No active faults are known to project through the site nor does the site lie within the bounds of an "Eai-tliquake fault Zone" as defined by the State of California in the Alquist-Priolo Earthquake Fault Zoning Act. No active or potentially active faults were observed during grading or during earlier geoteclinical investigations. Therefore, the potential for ground rupture di:le to fault displacement beneath the site is considered low. 7.4 GROUND SHAKING The site is located in a seismically active area that has historically been affected by moderate to occasionally high levels of ground motion. The site lies In close proximity to several active faults; therefore, during the life of the proposed development, the property will probably experience moderate to occasionally high ground shaking from these fault zones, as well as some background shaking from other seismically active areas of the southern California region. Structural designs should consider the potential for high ground accelerations as discussed in the referenced geotechnical reports as well as the requirements of the UBC presented in Section 8.2 herein. 7.5 LIQUEFACTION All loose granular soils that are susceptible to liquefaction were removed and replaced with compacted engineered fill with the exception of saturated alluvial soils left in place as depicted on ALBUS-KEEFE & ASSOCIATES, INC Centex Homes October 30, 2006 ' J.v.: 1216.02 Page 10 Plate 2. These materials have the potential to undergo liquefaction during a strong ground motion event. Construction of the shear key discussed in Section 2.4 is anticipated to mitigate the potential for lateral spreading due to liquefaction. Seismic settlement is anticipated to occur clue to liquefaction but is not anticipated to exceed a total of 6 inches. To mitigate the effects of seismic settlement, hones overlying this area can be supported by post-tension slabs. The impacted lots are: 132-136, 148-166, and 177-184. Specific recommendations for design of- the . post-tension foundations are provided in Section 8.7. 7.6 SETTLEMENT Settlement of the round surface is anticipated to occur due to lonb term secondary consolidation of the fill soils and where present, long-term secondary consolidation of underlying alluvial soils. Based on previous experience monitoring similar materials and correlative relationships of moisture content to rates of secondary settlement, we estimate the lots having the maximum thickness of fill will undergo a total settlement of approximately 0.6 inches. We also estimate the lots underlain by alluvial soils left in place will undergo a maximum total settlement of approximately 0.7 inches. As discussed in Section 5.0, settlement monuments were installed in the lots overlying the shear key. Extrapolation of the settlement data indicates a total maximum settlement of 0.5 inches. Differential settlement within the site is estimated to be less than Y-inch over 30 feet. These estimated maximum values of total and differential settlement are considered within tolerable limits of proposed site development. 7.7 SLOPE STABILITY Cut and fill slopes constructed at a slope gradient of 2:1 (ti:v) or flatter are considered grossly stable under static and seismic conditions. However, most of the onsite materials utilized to construct the slopes are relatively cohesionless. As such, most of the fill slopes and some cut slopes may be prone to erosion. This condition can be mitigated by the use of surface stabilization methods. Specific recommendations are provided in Section 8.14. 7.8 GROUNDWATER To mitigate potential adverse effects from groundwater, all subsurface drainage devices discussed herein must be maintained and future surface water (irrigation or rain) must be controlled to limit excessive subsurface infiltration. Additional recommendations to mitigate future surface infiltration are provided in Sections 8.l.1 and. 8.1.2. 1 LBUS-KEEFE &ASSOCIATES A , INC., Centex Homes October 30, 2006 ' J.N.: 1216.02 Page l l 8.0 RECOMMENDATIONS 8.1 POST GRADING CONSIDERATIONS 8.1.1 Site Drainage Positive drainage devices, such as sloping concrete flatwork, graded swales, and/or area drains; should be provided around the new construction to collect and direct all surface water to a suitable ' discharge area. No rain or excess water should be allowed to pond in yard areas or near structures including homes, retaining walls, or segnnental walls. 8.1.2 Soil Amendments and Irrigation Site materials are relatively permeable and will tend to allow irrigation water to readily percolate into the ground. Such materials will also tend to dry rapidly near the surface between periods of irrigating. These conditions can lead to over-irrigating by the future homeowners which can have adverse effects on the home and property including moisture intrusion to the homes. To help mitigate this condition, we recommend the surface soils be amended to improve their moisture retention characteristics. Specific recommendations for such amendments should be obtained by a landscape architect. If appropriate amendments are not provided during site development, then future homeowners should be made aware of these recommendations. Future irrigation should be controlled to prevent excessive infiltration of surface water. Watering schedules should be adjusted throughout the year in consideration of rainfall and other climatic factors to provide only the amount of water needed to properly support vegetation. Irrigation water should not be applied in amounts that cause excessive water to percolate below the root zone of plant material. Representatives of any homeowner associations having control over property within the site and fixture homeowners should be made aware of these r-ecomrnendatioris. 8.1.3 Utili"T Trencli Backfill Trench excavations may be cut vertically up to a height of 4 feet provided that no adverse geologic conditions or surcharging of the excavations are present. Trench excavations greater than 4 feet in height should be laid back at a maxiinurn gradient of 1:1 (h:v). Excavations that expose loose granular soils prone to sloughing and caving should be laid back to a flatter gradient or where practical, hydraulic shoring with appropriate laggirig may be utilized. Tile project geologist or soil engineer should observe all trench excavations to provide specific recommendations. All trench excavations should conform to the requirements of CAL OSHA. All utility trench backfill should be compacted to at least 90 percent of the laboratory standard. Trench backfill should be brought to a uniform moisture content of 100 to t3s percent of optimum, placed in lifts no greater than 18 inches in thickness, and then mechanically compacted with appropriate equipment to at least 90 percent of the laboratory standard. The project geotechnical consultant should perform density testing, along with probing, to verify adequate compaction. Within shallow trenches (less than 18 inches deep) where pipes may be damaged by heavy compaction equipment, imported clean sand having a Sand Equivalent of 30 or greater may be ALBIUS-KEEFE & ASSOCIATE,, IIVC. Centex Hoines October 30, 2006 ' J.v.: 1216.02 Page 12 ' utilized. The sand should be placed in the trench, thoroughly watered, and then compacted with a vibratory compactor. 8.1..4 Improvements On and Adjacent to Slopes Based on previous experience with engineered fill slopes constructed with expansive soils, the zone located within approximately 10 feet of the slope face will experience a phenomenon called lateral fill extension. This-is a process whereby fill slopes undergo a slow, long-term movement that effects improvements located near the slope. The movement is generally horizontal toward the slope with a smaller component downward. The horizontal and vertical movements could be up to about 2 inches. The magnitude of movement is greatest near the slope and diminishes away from the slope. Site improvements, particularly side yard walls, flatwork and pools, located within 10 feet of the slope should be designed to accommodate this movement. Generally, movement in side yard walls can be accommodated by providing slip joints. Pools may require subsurface retaining systems on the slope side of the shell. Specific recommendations should be provided by a geoteclinical engineer familiar with the process of lateral fill extension. 8.1.5 Re-Certification of Pads Building pads will tend to become desiccated and disturbed over time. If homes are not constricted on pads within approximately 6 months following completion of rough grading; the pads should be re-evaluated by the project geotechnical consultant to confirm they are still suitable for their intended use. Pads that become overly desiccated or eroded by rainfall may require some remedial earthwork to restore proper moisture and compaction neat-the surface prior to home construction. ' 8.2 SEISMIC DESIGN PARAMETERS Based on the 1997 UBC, the closest known Type A active fault to the site is the San Jacinto-Anna fault located approximately 37.0 km northeast of the site. Tide closest known Type B fault to the site is the Elsinore-Glen Ivy fault located approximately 7.0 km west of the site. For design of the project in accordance with Chapter 16 of the 1997 UBC, seismic design factors are provided in Table 7.1. TABLE 7.1 UBC Seismic Design Parameters Parameter Valuc ' Seismic Zone Factor, Z 1 Soil Profile Type, S D ' Near Source Factor, Na 1.0 Near Source Factor, Nv 1.1 Seismic Coefficient, Ca 0.44 rSeismic Coefficient, Cv 0.72 ALBU.S-Kf ffW & ASSOCIATES INC. Centex Homes October 30, 2006 ' J.N.: 1216.02 Page l3 ' 8.3 SETTLEMENT CONS IDERA"PIONS Foundations should be designed to tolerate a differential settlement of 0.5 inches over 30 feet. ' 8.4 SOIL EXPANSION Testing of typical site soils performed during rough grading operations indicates a Very Low to Low potential for expansion (CBC Table 18-1-13). To accommodate the variances in soil expansion characteristics, two categories of conventional foundations are provided for differing soil expansion ' conditions. Specific recommendations for these two categories are provided in the following sections. 8.5 CONVENTIONAL FOUNDATIONS (VERN r,ow EXPANSION POTENTIAL) ' 8.5.1 General The recommendations presented herein for foundations and slabs on grade are based on soils with a Very Low expansion potential (EI<20). For such materials; special design in accordance with Section 1815 of the 1997 UBC is not required. Lots to be designed for Very Low expansion are indicated in Table C-2 8.5.2 Allowable Searing Value Provided site grading is performed as recommended herein, a bearing value of 2000 pounds per ' square foot may be used for spread and continuous footings having a minimum width of 24 and 12 inches, respectively, and founded at a minimum depth of 12 inches below the lowest adjacent grade. The bearing value may be increased by 250 psf and 500 psf for each additional foot in width and depth, respectively, up to a maximum value of 3000 psf. Recommended allowable bearing values include both dead and live loads, and may be increased by one-third for wind and seismic forces. 8.5.3 Lateral Resistance A passive earth pressure of 250 pounds per square foot per foot of depth up to a maximum value of 1500 pounds per square foot may be used to determine lateral bearing for footings. A coefficient of ' friction of 0.40 times the dead load forces may also be used between concrete and the supporting soils to determine lateral sliding resistance. An increase of one-third of the above values may also be used when designing for short duration wind and seismic forces. The above values are based on footings placed directly against native soils or compacted fill. In the g l Y � p case where footing sides are formed, all backfill against the footings should be compacted to at least 90 percent of the laboratory standard. 8.5.4 Footing Depths and Reinforcement Exterior building footings may be founded at the mrnirrurm depths indicated in UBC Table 18-I-D. Interior bearing wall footings for both one-story and two-story construction may be founded at a ' minimum depth of 12 inches below the lowest adjacent finish grade. All continuous footings should be reinforced with a minimum of two No. 4 bars, one top and one bottom. The structural engineer may require different reinforcement and should dictate if greater than the recommendations herein. tLBU.S-KEEFE & ASSOCIATES,, INC Centex Homes October 30, 2006 ' I.N.: 1216.02 Page: 14 8.5.5 Interior Slabs on Gracie Interior concrete slabs constructed on grade should be a nominal 4 inches thick. No inlilnnunl reinforcement is required from a geotechnical perspective. The project structural engineer should . ' deten-nine reinforcement of interior concrete slabs on grade. Concrete floor slabs in areas to receive carpet, tile, or other moisture sensitive coverings should be underlain with a moisture vapor barrier consisting of a poly-vinyl chloride membrane such as 6-mil Visqueen, or equal. The moisture vapor barrier should be lapped at least 12 Inclies at joints and ' protected with at least 2 inches of sand placed over the barrier. The structural engineer should provide recommendations appropriate for crack control of the slab including consideration of areas to receive ceramic the or other rigid, crack-sensitive floor coverings. ' Garage floor slabs should have a nominal thickness of 4 inches. Garage floor slabs should also be poured separately from adjacent wall footings with a positive separation maintained with 3/8-inch ' minimum felt expansion joint materials, and quartered with saw cuts or cold joints. Consideration should be given to providing a vapor barrier below the garage slab to mitigate the potential for effervescence on the slab surface. ' Block-outs should be provided around interior columns to pen-nit relative inoveinent and mitigate distress to the floor slabs due to differential settlement that will occur between column footings and adjacent floor subgrade soils as loads are applied. Prior to placing concrete, subgrade soils below slab-on-grade areas should be thoroughly moistened ' to provide a moisture content that is equal to or greater than 100% of the optimum moisture content. ' 8.6 CONVENTIONAL FOUNDATIONS (Low EXPANSION POTENTIAL.) 8.6.1 General The recommendations presented herein for foundations and slabs on grade are based on soils with a Low expansion potential (20<EI<50). Lots to be designed for Low expansion are indicated in Table C-2. 8.6.2 Allowable Bearing Value Provided site grading is performed as recommended herein, a bearing value of 2000 pounds per square foot may be used for spread and continuous footings having a minimum width of 24 and 12 inches, respectively; and founded at a minimum depth of 12 inches below the lowest adjacent grade. ' The bearing value may be increased by 250 psf and 500 psf for each additional foot in width and depth, respectively, up to a maximum value of 3000 psf. Recommended allowable bearing values include both dead and live loads, and may be increased by one-third for wind and seismic forces. ' 8.6.3 Lateral Resistance ' A passive earth pressure of 250 pounds per square foot per foot of depth up to a maximum value of 1500 pounds per square foot may be used to determine lateral bearing for footings. A coefficient of friction of 0.37 times the dead load forces may also be used between concrete and the supporling ALB US-KEEFE&ASSO CIA TES, INC. Centex I-Ionics October 30, 2006 ' J.N.. 1216.02 Page 15 ' soils to detennine lateral sliding resistance. An increase of one-third of the above values may also be used when designing for short duration wind and seismic forces. ' The above values are based on footings placed directly against native soils or compacted fill. In the case where footing sides are farmed, all backfill against the footings should be compacted to at least 90 percent of the laboratory standard. ' 8.6.4 rooting Depths and Reinforcement Exterior building footings may-be founded at the minimum depths indicated in UBC Table 18-1-D. ' Interior bearing wall footings for both one-story and two-story construction may be founded at a minimum depth of 12 inches below the lowest adjacent finish grade. All continuous footings should be reinforced with a minimum of two No. 4 bars, one top and one bottom. The structural englncer ' may require different reinforcement and should dictate if greater than the recommendations herein. Interior isolated pad footings should be a minimum of 24 inches square and founded at minimum depths of 12 inches below the lowest adjacent final grade for one-story and two-story construction. ' Exterior isolated pad footings intended for support of patio covers and similar construction should be a minimum of 24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade. 1 8.6.5 Interior Slabs on Grade Interior concrete slabs constructed on grade should have a minimum thickness of 4 inches and should be reinforced with at least No. 3 bars spaced 18 inches each way. Care should be taken to ensure the placement of reinforcement at mid-slab height. The structural engineer may recommend a greater slab thickness and reinforcement based on proposed use and loading conditions and such recommendations should govern if greater than the recommendations presented herein. Interior concrete floor slabs should be underlain with a moisture vapor barrier consisting of a poly- vinyl chloride membrane such as 6-mil Visqueen, or equal. The membrane should be properly lapped, sealed, and protected with at least 2 inches of sand. Special consideration should be given to slabs in areas to receive ceramic tile or other rigid, crack-sensitive floor coverings. Design and ' construction should mitigate hairline cracking through the use of additional reinforcing and careful control of concrete slump. ' Garage floor slabs should have a minimum thickness of 4 inches and should be reinforced in a similar manner as living floor slabs. Garage floor slabs should also be poured separately from adjacent wall footings with a positive separation maintained with 3/8-inch minimum felt expansion ' joint materials, and quartered with saw cuts or cold joints. Consideration should be given to providing a vapor barrier below the garage slab to mitigate the potential for effervescence on the slab surface. ' Block-outs should be provided around interior columns to permit relative movement and mitigate P P g distress to the floor slabs due to differential settlement that will occur between column footings and ' adiacent floor subgrade soils as loads are applied. ' ALB US-KEEFE& ASSOCIA TES INC: Centex Homes October 30, 2006 J.N.: 1216.02 Page 16 A 12-inch-wide grade beam, founded at the same depth as adjacent footings, should be provided across garage entrances. The grade beans should be reinforced with a minimum of two No. 4 bars, one top a11(1 one bottom. ' Prior to placing concrete, subgrade soils below slab-on-grade areas should be thoroughly moistened to provide moisture contents that are at least 110 percent of optimum to a depth of 12 inches. ' Design of slabs in accordance with Section 1815 of the 1997 UBC, may be based on a weighted plastic index of IS. 8.7 POST-'rENSiON SLABS ON GRADE— LIQUEFACTION AREA(LOTS 132-136, 148-166, 177-184) ' Homes constructed on Lots 132-1')6, 148-166, and 177-184, are subject to the effects of liquefaction as discussed in Section 7.5. We recommend the homes on these lots be supported by a post-tension slab foundation. The actual design of post-tensioned slabs and footings is referred to the project structural engineer. ' However, to assist the structural engineer in his design, the following minimum parameters should be considered. ' Edge and interior beams may utilize an allowable bearing value of 1,500 psf for beams having a minimum effective width of 12 inches and a minimum embedment of 12 inches. This value may be increased by 1/3 for seismic or other temporary loads. The allowable bearing value may be increased by 200 psf for each additional foot of depth and may be increased by 100 psf for each additional foot in width; up to a maximum of 2,000 psf:. ' Lateral resistance may utilize a friction factor of 0.35 applied to the dead load for concrete in contact with soil. Passive earth pressure may be taken as an equivalent fluid having a density of 225 pcf, up to a maximum pressure of 1,000 psf. Perimeter edge beams for both one-story and two-story structures should be founded at a minimum depth of 15 inches below the lowest adjacent final ground surface. Interior beams may be founded at ' a minimum depth of 12 inches below the tops of the finish floor slabs. The thickness of the floor slabs should be determined by the project structural engineer with ' consideration of the requirements of UBC 1816, however, we recommend a minimum slab thickness of 4.5 inches. ' All dwelling area floor slabs constructed on-grade should be underlain with a moisture vapor barrier consisting of a polyvinyl chloride membrane such as 10-mil Visqueen or equivalent. A minimum of two (2) inches of clean sand having an SE of at least 30 should be placed over the membrane to promote unifonll curing of the concrete. This vapor banter system is anticipated to be suitable for most flooring finishes that can accommodate some vapor emissions. However, this system may emit more than 4 pounds of water per 1000 sq. ft. and therefore, may not be suitable for all flooring '. finishes. Additional steps should be taken if such vapor emission levels are too high for anticipated flooring finishes. ' ALBUS-KEF,FE&ASSOCIATES, IJVC Centex Homes October 30, 2006 J.N_: 1216,02 ' Page 17 ' Pre-saturation of the subgrade below floor slabs will not be required; however, prior to placing concrete, the subgrade below all dwelling and garage floor slab areas should be thoroughly moistened to achieve a moisture content that is at least 110 percent over the optimum moisture ' content. This moisture content should penetrate to a minimum depth of 12 inches below the bottoms of the slabs. ' Design in accordance with 1997 UBC Section 13 16, may be based on the following parameters: ' TABLE 8.2 Post-Tension Slab Design Parameters dune er Value Clay (portion passing No. 200 sieve)__ 30 Plastic Index 25 Plastic Limit 15 Clay Type Montmorillonite Depth to Constant Soil Suction (feet) 5 Constant Soil Suction (pF) 3.6 Velocity of Moisture Flow (in./Mo.) 0.5 Subgrade Modulus (pci) 200 Values for e,,, may be estimated from Figure iS-III-14 of the UBC based on the selected Thornthwaite moisture index. Although the UBC indicates a Thornthwaite index of —20, consideration should be given to non-climatic factors such as irrigation practices that could affect the assumed value. Values for y,,, may utilize Table 1 S-III based on the parameters provided in the table ' above and the estimated e,,,. Using a Thornthwaite index of —20, the e,,, and y,,, values are summarized below: Edge Lift Moisture Variation Distance, e,,, 2.6 feet ' Edge Lift, y,,, 0.166 inches Center Lift Moisture Variation Distance, e,,, 5.3 feet Center Lift, y,,, 0.717 inches 8.8 FOUNDATION SETBACKS The bottom outer edge of foundations located adjacent a top of slope should be setback from the ' slope face a horizontal distance of at least 1/3 the height of the slope. The horizontal distance should not be less than 7 feet but need not exceed 40 feet. ' 8.9 FOOTING OBSERVATIONS ' All footing trenches should be observed by the project geotechnical consultant to verify that they have been excavated into competent bearing soils and to the minimum embedments recommended herein. These observations should be performed prior to placement of forms or reinforcement. The ' ALB US-KEEFE & ASSOCIA TES, INC. ' Centex Homes October 30 2006 .l.N.: 1216.02 P age 18 ' excavations should be trimmed neat, level and square. All loose, sloughed or moisture softened materials and debris should be removed prior to placing concrete. 8.10 RETAINING WALLS 8.10.1 General The following design and construction recommendations are provided for general masonry retaining walls. The structural engineer and architect should provide appropriate recommendations for sealing ' at all joints and water proofing material on the back of the walls. 8.10.2 Bearing Capacity, Lateral Resistance, and Reinforcement ' Retaining and fi•ee-standing walls supported by competent native soils or compacted fill, may utilize the bearing capacities and lateral-bearing values provided for conventional foundations as discussed above. The passive pressure for lateral bearing should be reduced by 50% for walls that have descending slope below the face of the wall. In the case where footing sides are formed, all backfill against the footings should be compacted to at least 90 percent of the laboratory standard. ' All continuous footings should be reinforced with a minimum of two No. 4 bars, one top and one bottom. ' 8.10.3 rooting Setback The bottom outer edge of foundations located adjacent a top of slope should be setback from the ' slope face a horizontal distance of not less than 7 feet. The bottom outer edge of foundations located adjacent the top of segmental retaining walls should be setback from the wall such that the bottoms of footings are founded below a '/ to 1 (1-1:V) plane project up from the base of segmental walls. The horizontal distance should not be less than 5 feet from the top of wall. ' The above setbacks ma be accomplished through the use of deepened footings or caissons below Y p g p g ' the foundation. if caissons are required, this office should provide specific recommendations. 8.10.4 Footing Observations 1 All footing trenches should be observed by the project geotechnical consultant to verify that they have been excavated into competent bearing soils and to the minimum embedment recommended herein. These observations should be performed prior to placement of forms or reinforcement. The ' excavations should be trimmed neat, level and square. All loose, sloughed or moisture-softened materials and debris should be removed prior to placing concrete. ' 8.10.5 Earth Pressures Conventional retaining walls should be designed for the active pressures as indicated in the table below. These values should be increased by 50% for restrained wall conditions. The above values are based on typical onsite materials as well as on drained backfill conditions and do not consider hydrostatic pressures. Relatively clayey materials should not be used for wall backfill. All walls should be ' ALBUS-KEEFE & ASSOCIATES, IIVC. Centex Homes October 30 2006 ' J.N.: 1216.02 Page 19 ' designed to support any adjacent structural surcharge loads imposed by other nearby walls or footings in addition to the earth pressures provided in Table 7.3 below. 'fable 8.3 Earth Pressures Actiaj,e�Pressure At-Rest;Pressure Backfill Condition pcf) 1) Level 30 55 ' 2 to I slope 40 73 8J0.6 Drainage and 1\ oisture-Proofing All retaining walls should be constructed with a perforated pipe and gravel subdrain to prevent entrapment of water in the backfill. The perforated pipe should consist of 4-inch-diameter, ABS ' SDR-35 or PVC Schedule 40 with the perforations laid down. The pipe should be embedded in 3/- to 1'/z-inch open-graded gravel wrapped in filter fabric. The gravel should be at least one foot wide and extend at least one foot up the wall above the footing. Filter fabric should consist of Mirafi 140N, or equal. Non-perforated Chain outlets should be provided at a minimum of every 100 lineal feet. Outlet pipes should be directed to positive drainage devices, such as graded swales, and/or area drains. The use of weep holes may be considered in locations where aesthetic issues from potential nuisance ' water are not it concern. Weep holes should be 2 inches in diameter and provided at least every 6 feet on center. Where weep holes are used; perforated pipe may be omitted from the gravel subdrain. ' Retaining walls supporting backfill should also be coated with a waterproofing Co111i)o1111C1 or covered with such material to inhibit infiltration of moisture through the walls. Waterproofing material should cover any portion of the back of wall that will be in contact with soil and should lap over and cover the top of footing. The top of footing should be finished smooth with a trowel to inhibit the infiltration of water tluough the wall. The project structural engineer should provide specific recommendations for water proofing, water stops; and joint details. 8.10.7 Retaining Wall Backfill Onsite soils may generally be used for backfill of retaining walls. As stated above; relatively clayey materials should not be used for wall backfill. The project geotechnical consultant should approve all backfill used for retaining walls. All wall backfill Should be brought to Unrforlll moisture slightly over optimum, placed in lifts no greater than 12 inches in thickness, and then mechanically ' compacted with appropriate equipment to at least 90 percent of the laboratory standard. Flooding: or jetting of backfill material is not recommended. 8.11 EXTERIOR FLATWORK To mitigate the effects of expansive soils, exterior flatwork should be at least 4 inches thick. Slabs ' that are greater than 5 feet in minimum dimension should be provided reinforcement consisting of'6- lnch by 6-inch, W2.9 by W2.9 (No. 6 by No. 6) reinforcing wire mesh, or No. 3 bars spaced 24- A LB US-KEE_F-E R ASSDCIA TE.S, IiVC. Centex 1-lomes October 30 2006 C , J.N.: 1216.02 Page 20 ' inches, center-to-center, each way. Cold joints or saw cuts should be provided at least every 10 feet in each direction. Cold joints should be keyed or provided with dowels spaced 18 inches on center. Subgrade,soils below flatwork should be thoroughly moistened to a moisture content of at least 120 of optimum to a depth of 12 inches. Moistening should be accomplished by lightly spraying the area over a period of a few days just prior to pouring concrete. 8.12 CEMENT TYPE Based on laboratory testing for soluble sulfate content, soluble sulfate concentrations of representative soil types do not exceed 0.10%. As such, we recommend that the procedures ' provided in U.B.C. Section 1904.3.1 and Table 19-A-4, 1997 Edition, for Negligible exposure be followed. 8.13 SLOPE MAINTENANCE 'The long term stability of slopes is greatly dependent on slope maintenance. Surface and subsurface ' drainage devices, designed berms and contours, as well as slope configuration, should not be modified without professional consultation and/or geotechnical review. All drainage devices, including terrace drains and backdrain outlets, should be inspected and maintained regularly and Nkept unobstructed at all times. Surface drainage should be directed away from structures and slope faces and should be directed to streets or storm drains by non-erosive devices such as sidewalks and ' driveways, drainage pipes, gutters, or swales. Slopes should be planted with vegetation determined by a landscape architect and should be deep rooted and drought resistant. The slopes should be periodically inspected for the presence of burrowing animals. Proper pest control should be implemented when signs of bun-owing are observed. Animal burrows should be filled to reduce the potential for accelerated slope erosion. Excessive animal burrows may necessitate the need for all extermination program. Future irrigation should be controlled to prevent excessive infiltration of surface water. Watering schedules should be adjusted throughout the year in consideration of rainfall and other climatic factors to provide only the amount of water needed to properly support vegetation. Irrigation water should not be applied in amounts that cause excessive water to percolate below the root zone of plant material. Representatives of' any homeowner associations having control over property within the site and future homeowners should be made aware of these recommendations. 8.14 PLAN REVIEWS AND CONSTRUCTION SERVICES This report has been prepared for the exclusive use of Centex Hoilles. We recommend Albus-Keefe & Associates, Inc., be engaged to review all development plans and specifications prior to other phases of construction for the site. This is to verify that the recommendations contained in this report ' have been properly interpreted and are incorporated into the project specifications. If we are not provided the opportunity to review these documents, we take no reslJoulsibility for tnlsinter-pretation of our recommendations. We also recommend that Albus-Keeft & 'Associates, Ine., be retallied to provide soil-engineering services during construction for the site (i.e. excavation and foundation work)_ This is to observe ALBUS-KEEFE & ASSOCIATES, INC. Centex Homes October 30. 2006 J.N.: 1216.02 ' Page 21 compliance with the design, specifications or recommendations, and to allow design changes in the event that subsurface conditions differ- from those anticipated prior to the start of construction. 9.0 CLOSURE The conclusions and recommendations presented in this report are based on the proposed residential ' development; as-graded site conditions, and testing of site soils during rough grading. However, soil materials can vary in characteristics between points, both laterally and vertically, and those variations could affect the recommendations contained herein. As such, observation and testing by a geotechnical consultant during the postgrading and construction phases of the project are essential to confining the basis of this report. This report has been prepared for the exclusive use of Centex Homes. This report has been prepared consistent with that level of care being provided by other professionals providing similar services at the same locale and time period. The contents of this report are professional opinions and ' as such, are not to be considered a guaranty or warranty. This report should be reviewed and updated after a period of one year or if the site ownership or project concept changes from that described herein. We hope that this report fulfills the current needs of the project. if you have any questions, or require ' additional information, please contact the undersigned. Respectfully submitted, 4 L G US-KF_F.I f &fl SSOCIA1'ES INC. 17 Ax, 1 Chris A. Snow Michael Putt Staff Geologist Project Engineering Geologist CEG 2341 Reviewed by: / p,0 F E S S/oN E A189�F 0- Patrick N Kee ` David E. Albus, PE No. 2455 m ' Principal Eng' i ring Geologist Principal Engineer EW 12/3161 /08 CEG 2022 GE 2455 �ylF°r�ctaN�GP�� ' F0f CA0i AL B US-KEEFE R A.S.S'OCIA TES, INC. Centex f October 30. 2006 Cent fomcs , ' J.N.: 1216.02 Page 22 REFERENCES Geotechnical Reports Rough Grading Report, Rosetta Canyon Development, Lots 1-45, 49-63, 68, 72-225, Associated Interior Streets and Slopes, and the Water Tank Site (Zone 1601 Reservoir and Zone 1701/1801 Pump Station), Tract 25478, City of Lake Elsinore, County of Riverside; California, by Albus-Keefe &Associates, Inc., Dated July 14, 2006, (J.N.: 1216.00). >� Supplemental Recommendations for Proposed Retaining Wall, Tract 25477, Rosetta Canyon Project, Lake Elsinore, Riverside County, California, by Albus-Keefe & Associates, Inc., Dated October 26, 2005, (J_N.: 1216.02). Evaluation of Onsite Material for Production of Agg,egate Base, Tracts 25476 & 25477, Rosetta Canyon Project, Lake Elsinore, Riverside County, California, by Albus-Keefe & Associates, Inc., ' Dated September 14, 2005, (J.N.: 1216.02). Rough Grading Plan Review, Tracts 25477 and 25476, Rosetta Canyon, (Formerly Known as Ramsgate Project), Lake Elsinore, Riverside County, California, by Albus-Keefe & Associates, Inc., Dated October 20, 2004, (J.N.: 1216.00). Rough Grading Plan Review, Tracts 25478, 25479 and Offsite Roadway Corridor, Ramsgate Project, Lake Elsinore, Riverside County, California, by Albus-Keefe & Associates, Inc., Dated September 30, 2003, (J.N.: 1216.00). Summary of Geotechrucal Due-Diligence Review and Supplemental Geophysical Investigation, Stonebridge/Ramsgate Development, Tentative Tracts 25476, 25477, 25478, & 25479, City of Lake Elsinore, County of Riverside; California, by Albus-Keefe & Associates, Inc., Dated February 23, 2003, (J.N.: 1216.00). i Plans Rough Grading Plan., Tract 2.5477, prepared by Hunsaker & Associates Irvine, Inc., Dated September 2004, Sheets 4-6 of 8; W.O. 0919-25477. ALIT US-k EEFE &ASSOCIA TES, INC. r r . APPENDIX A. SUMMARY OF FIELD DENSITY TEST RESULTS r r r rA L B US-KEEFE& ASSUCIA TES, INC. m won mmwm-, = � Centex Homes TABLE A October 30, 2006 J.NJ .: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS ovation." qkfolst Pry Number r lVat �TWpe (1, e th Con tent, en s i y Moitit -Curve Camp. Collp. Fail No. T-1 ..ractYp 4 I80 07/07/05 S 204410 243135 1528.0 10.2 117.4 130.0 9.5 A 90 90 1.) 181 07/07/05 S 204480 242140 1630.0 9.8 119.3 130.0 9.5 A 92 90 p 182 01/07/05 N 204445 242040 1632.0 9.8 118.9 130,0 9.5 A 91 90 1) 1S3 07/07/05 N 204475 242105 1634,0 9.5. 118.4 130-0 9.5 A 91 90 1) 184 07/07/05 N 204480 241980 1636.0 9.7 118,2 130.0 9.5 A 91 1 90 1) 185 07/07/05 N 204525 242050 1638.0 103 120,0 130.0 9.5 A 92 90 P 186 07/08/05 S 204630 242125 1631.0 9.9 120.9 130.0 9.5 A 93 90 p M 07/08/05 N 204650 242130 1632.0 10.1 118.5 130.0 9.5 A 91 90 1) 188 07/08/05 N 204630 242075 1634.0 9.9 118.0 130.0 9,5 A 91 90 1) FG 189 07/08/05 N 204680 242130 1637.3 9.7 117.5 130.0 9.5 A 90 90 1) 190 07/08/05 N 204675 242050 1638.0 10.1 118.2 130.0 9.5 A 91 90 191 07/08/05 N 204640 242005 1640.0 10A 119.6 130.0 9.5 A 92 90 213 07/11/05 N 204410 241870 1627.0 10.8 120.9 110.0 9.5 A 93 90 p 214 07/11/05 N 204425 241646 1629.0 10.5 117.4 130.0 9.5 A 90 90 p 215 07/11/05 N 204446 241785 1628.0 10.4 119.6 130.0 9.5 A 92 90 p 216 07/11/05 N 204525 241985 1639.0 10.7 119.2 130.0 9.5 A 92 90 1) FG 217 07/11/05 S 204435 242090 1636.4 10.7 121.4 130.0 9.5 A 93 90 1) 218 07/11/05 S 204475 242055 1640.0 10.5 120.8 130.0 9,5 A 91 90 1) 219 07/12/05 S 204450 241965 1642.0 10.7 118.2 130.0 9.5 A 91 90 p 0 07/12/05 S 204510 242055 1644.0 10.6 118.0 130.0 9.5 A 91 90 p 221 07/12/05 N 204440 241745 1633.0 10.3 118.8 1.;0-0 9.5 A 91 90 P 222 07/12/05 N 204510 241840 1632.0 10.4 118.1 130.0 9,5 A 91 90 1) 223 07/12/05 N 204460 241390 1633.0 10.5 118.0 130.0 9.5 A 91 90 p 224 07/13/05 S 204425 241840 1634.0 10.3 118.7 130.0 9.5 A 91 90 1) 225 07/13/05 S 204520 241800 1635.0 10.2 120.9 130.0 9.5 A 91 90 1) 22b 07/13/05 N 204560 241855 1636.0 10.4 119.6 130.0 9.5 A 92 90 P 227 07/13/05 N 204515 241890 1637.0 10.5 118.9 130.0 9,5 A 91 90 P See last page of this table for explanations. ALB US-I(E-EFE&, ASSOCIATES, lAtC. Pare A-I Centex Homes TABLE A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS _ ' ,ib- lj "X, 7pi 0pt Pass/Tp a Wsi. Min coht-ent� ensio N1 C Comp. Comp. rail--N Curve No. Cy") (iyo) (rvp') fk 228 07/13/05 N 204470 241845 1640.0 10.4 119.0 130.0 9.5 A 92 90 P 229 07/13105 N 204650 241950 1642.0 10.5 117.5 130.0 9.5 A 90 90 F.) 230 07/13/05 N 204695 241950 1644.0 10.4 120.8 130.0 9.5 A 93 90 1) 231 07!]3/05 N 204660 241930 1646.0 10.5 118.0 130.0 9.5 A 91 90 P 238 07/14/05 N 204495 241740 1639.0 9.4 119.3 130.0 9.5 A 92 90 p 239 07/14/05 N 204525 241750 1640.0 9.7 119.6 130.0 9.5 A 92 90 P 240 07/14/05 'N 204620 241820 1640.0 9.7 118.7 130.0 9.5 A 91 90 1) 241 07/14/05 N 204630 241870 1640.0 9.4 118.7 130,0 9.5 A 91 90 1) 242 07/14/05 N 204680 241805 1641.0 9.0 118.3 130-0 9.5 1 A 91 90 P 243 07/14/05 N 204670 241840 1643.0 9.3 121.2 130,0 9,5 A 93 90 P 244 07/15/05 S 204530 241560 1641.0 10.3 118.6 130.0 9.5 A 91 90 P 245 07/1-5/05 S 204422 241765 1642.0 10.3 118.3 130-0 9.5 A 91 90 P 246 07/15/05 N 204485 241870 1643.0 10.4 118.1 130.0 9.5 A 91 90 P 247 07/15/05 N 204540 241720 1644.0 9.8 120.4 130-0 9,5 A 93 90 248 07/15/05 N 204450 241860 1695o0 9.8 120.9 130.0 M A 93 90 j) 2 4 Q 07/15/05 N 204495 241760 1646.0 9.9 117.4 130.0 9.5 90 90 250 07/15/05 N 204710 241830 1644.0 10.2 119.8 130.0 9.5 A 92 90 251 07/15/05 N 204700 241870 1645.0 10.1 118.7 130,0 9.5 A 91 90 252 07/15/0-5 N 204675 241895 1647.0 103 117.3 130.0 9.5 A 90 90 253 07/18/05 S 204430 241630 1619.0 9.8 123.5 130.0 9.5 A 95 90 1-) 254 07/18/05 S 204290 241670 1618.0 9.2 122.3 130.0 9.5 A 94 90 p 255 07/18/05 S 204395 241670 1619.0 9.9 121.6 130.0 9.5 A 94 90 1) 256 07/18/05 N 204470 241645 1620.0 10.1 122.2 130.0 9.5 A 94 90 1) 257 07/18/05 N 204390 241615 1620.0 9.9 120.7 130,10 9.5 A .93 90 P 258 07/18/05 N 204635 241490 1649.0 10.3 118.5 130.0 9.5 A 91 90 259 07/18/05 N 204625 241900 1650.0 9.9 119.9 Ioto 0 9.5 A 92 90 P �0 260 07/18/05 N 204685 241775 1652.0 9.9 114.4 9.5 A 88 90 F See last page of this table for explanations. ALIT US-K-EEFE S, ASSO CIA TES,LVC- Page A-2 Centex I-10ines TABLE A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS ,In 'U D 6 D%► pt. V 03 AT �A]a Nunillie' --thing '(41tiefil _D ` ,'itIT "(N' i en, DensitV, 4,16 S 111INC, Fail P, j, 0 0/, (P/F) P 260 A 07/18/05 i\1 204685 241775 1652.0 10.5 117.4 110.0 9.5 A 90 90 1) 261 07/18/05 N 1 204670 241875 1654.0 10.6 118.9 130.0 9.5 A 91 90 P 262 07/18/05 IN 204685 241830 1655.0 10.9 120.3 130.0 9.5 A 93 90 Ij 263 07/19/05 S 204560 2416')0 1635.0 10.2 121.7 130.0 9.5 A 94 90 1 264 07/19/0S S 204505 241615 1622.0 10.3 120.1 130.0 9.5 A 92 90 1 -)-6 5 07)19/05 iN 204350 241690 1619.0 10.4 119.1 -1'31 0.0 9.5 A 92 90 1-) 266 07/19/05 N 204585 241620 1636.0 10.2 119.8 130.0 9,5 A 92 90 1) 267 07/19/.05 N 204350 241680 1623.0 10.0 118.8 130.0 9,5 A 91 90 P 268 07/19/05 N 204255 241650 1618.0 10.2 119.3 130.0 9.5 92 90 13 269 07/19/05 N 204535 241640 1625.0 10.4 120.4 13 0.0 9.5 A 93 90 1 270 07/19/05 N 204305 241680 1628.0 10.6 119.6 1-30.0 9.5 A 92 90 11 284 07/20/05 S 204700 242070 1640.0 10.6 117.6 130.0 9.5 A 90 90 P L Ci 285 07/2W05 N 204695 242075 1641.0 10.3 118.3 130.0 9.5 A 91 90 286 07/20/05 N 204700 241970 1644.0 10.6 117.4 130.0 9.5 A 90 90 P 287 07/20/05 S 204575 241790 1642,0 10.4 118.4 130.0 9.5 A 91 90 1) 288 07/20/05 S 204560 241820 1644.0 10.)- 121.4 130.0 9.5 A 93 90 1) 289 07/20/05 N 204495 241700 1630.0 10.7 118.8 130.0 9.5 A 91 90 11 290 07/20/051\1 204450 241700 1632.0 10,9 119.6 130.0 9.5 A 92 90 j) 291 07/20/05 N 204365 241660 1630.0 10.4 120.5 1-.5C.o 9.5 A 93 90 P 292 07/21/05 N 204210 241670 1617.0 9.9 118.7 130,0 1 9.5 A 91 1 90 1.) 293 07/21/05 N 204165 241635 1615.0 9.9 118.3 130.0 9.5 a 91 90 294 07/21/05 N 204190 241715 1616,0 9.7 119.3 130.0 9.5 92 90 295 07/21/05 S 204200 241630 1618,0 9.8 123.5 130.0 9.5 A 95 90 P 296 07/21/05 N 204180 241685 1620.0 9.0 122.5 130.0 9.5 A 94 90 1) 297 1 07/21/05 N 204250 241710 1621.0 9.7 122.3 130.0 9.5 A 94 90 1) 298 07/21/05 N 204265 241695 1622.0 9.3 122.7 130.0 9.5 A+ 94 90 P 299 07/22/05 N 204530 241660 1 1627.0 9.9 120.7 130.0 9.5 A 93 90 P See last page of this table for explanations. ALBUS-KEEFE S- ASSOCIATES, INC. Page A-3 m -m m wo m- m m1m go m W � m m m m m Centex Homes -CABLE A October 30, 2006 1216.02 SUMMARY OF FIELD DENSITY TESTTR-ESULTS 4 Vr U070 Wilvor-I AV T Njokl ltll2�81' as .44'T.Y ai ;Zz ibom Co' p. Fail S, P.;ep 1). Coin p. ty t CX,) (.0/") (P/",) 300 07/22/05 S 204485 241595 1629.0 9.8 120.8 1310.0 9.5 A 93 90 p 301 07/22/05 N 204430 241670 1630.0 10.1 119.3 1310.0 9.5 A 92 90 p 302 07/22/05 N 204520 241645 1631,0 9.8 119.9 1210.0 9.5 A 92 90 p 303 07/22/05 S 204576 241670 1633.0 10.7 117.9 130.0 9.5 A 91 90 p 304 --67/22/0-5 N 204510 241675 1634.0 10.6 118.9 1 130.0 9.5 A 91 90 13, 305 07/22/05 N 204450 241660 1636.0 10.9 120.3 130.0 9.5 A 93 90 p 306 07/25/05 S 204555 241730 1638.0 9.9 120.6 130.0 9.5 A 93 90 p 307 07/25/05 N 204560 241655 1640.0 9.7 119.3 130.0 9.5 A 92 90 1) 308 07/25/05 N 204610 241730 1642.0 10.3 118.5 130.0 9.5 A 91 90 P- 309 07/25/05 N 204630 241750 1644.0 10.0 120.0 130.0 9.5 A 92 90 p 310 07/25/05 N 204660 241750 1646.0 10.3 118.5 130.0 9.5 A . 91 90 p 311 07/25/05 S 204630 241730 1648.0 10.7 117.9 130.0 9.5 A 91 90 p 312 07125105 S 204650 241775 1650.0 10.2 119.4 130.0 9.5 A 92 90 p 313 07/25/05 N 204414 241710 1632.0 10.7 121.4 1 130,0 9.5 A 93 90 1-) 314 07/25/05 N 204404 241670 1633.0 10.6 118.0 130.0 9.5 A 91 90 J.-) 315 07/25/05 N 204435 241720 1634.0 10.9 120.8 130.0 9.5 'A 93 90 p 316 07/25/05 N 204485 241665 1635.0 10.8 119.1 130.0 9.5 92 90 p 317 07/25/05 N 204415 241610 1636.0 10.4 119.7 -1-i 0.0 9.5 A 92 90 1) 31S 07/25/03 IN 204415 241650 1637.0 10.0 120.0 130,0 9.5 A 92 90 1) 319 07/26/05 N 204620 241655 1640.0 10.3 117.3 130.0 9.5 A 90 90 P 320 07/26/05 N 204635 241700 1641.0 9.9 117.4 130.0 9.5 A 90 90 P 321 07/26/05 S 204640 241630 1643.0 9.9 121.6 130.0 9.5 A 94 90 p "?-) p .3-- 07/26/05 S 204600 241690 1644.0 10.3 118.6 130.0 9.5 A 91 90 323 07/26/05 N 204655 241630 1646.0 10.1 122.2 130.0 9.5 A 94 90 1) 324 07/26LO 204665 241640 1648.0 10.4 119.1 /0 0 32 j 071126 204630 241600 1650.0 9.8 326 07126105 N 920466-S See last page of this table for explanations. ALBUS-ICEEFE&, ASSOCIATES, INC. Page A-4 mm mm -M M- MIM m = MIM Centex Homes TABLE A October 30, 2006 ).N.: 1216.02 SUMMARY OF FIELD DENSITY'rEST RE,SULTS T t Till, is t. IN ax. uc-'V . S th c Olte ni I-)CI)SjtN -7' Curve e Coin Con 'F ai l Iliac lAL {`rya) 'wc 5 No. 04) NO (P/I -i ' , u�i 327 07/26/05 N 204430 241695 1639.0 10.7 118.4 130.0 9.5 A 91 90 p 328 07/26/05 TNI 204465 241610 1641.0 10.4 118.2 130.0 9.5 A 91 90 p 329 07/26/05 N 204530 241625 1643.0 10.7 120.2 130.0 9.5 A 92 90 p 330 07/26/05 S 204505 241595 1645.0 10.2 121.7 130.0 9.5 A 94 90 1) 331 07/27/05 N 204640 241640 1654.0 10.2 119,8 130.0 9.5 A 92 90 ID 332 07/27/05 N 204690 241740 1655.0 10.3 117.3 130.0 9.5 A 90 90 p 333 07/27/05 S 204675 241700 1657.0 9.8 123.5 130.0 9.5 A 95 90 P 241665 10.6 134 07/27/05 N 204685 1659.0 118.9 130.0 9.5 A 91 90 p 335 07/27/05 N 204410 241765 1646,0 9.7 122.6 130.0 9,5 A 94 90 p 336 07/27/05 N 204515 241725 1647.0 10.5 118.0 130.0 9.5 A 91 90 p 337 07/27/05 S 204492 241800 1648.0 10.6 118.0 130.0 9.5 A 91 90 p 338 07/27/05 S 204555 24165.5 1649.0 10.5 120.8 130.0 9.5 A 93 90 p 339 07/27/05 N 204460 241730 1650.0 9.7 118,7 130.0 9.5 A 91 90 1.) 340 07/27/05 N 204450 241830 1651.0 9.8 120.4 130.0 7-5 A 93 90 1) 341 07/27/05 N 204450 241645 1652.0 9.3 121.2 130.0 9.5 A 93 90 p 342 07/27/05 N 204480 241715 1653.0 10.7 121.4 130.0 9.5 A 93 90 343 07/28/05 N 204295 241788 1618.0 9.2 118.7 130.0 9.5 A 91 90 1 344 07/28/05 N 204317 241854 1618.0 9.8 119.4 130.0 9.5 A 92 90 1) 345 07/28/05 N 204234 241867 11 1620.0 10.1 117.6 130.0 9.5 A 90 90 346 07/28/05 N 204331 241770 1620.0 9.5 120.1 130.0 9.5 A 92 90 p 347 07/28/05 N 204223 241800 1622.0 10.7 118.2 130.0 9.5 A 91 90 p 348 07/28/05 N 204160 241828 1624.0 10.4 118.4 130.0 9.5 A 91 90 p 349 07/28/05 N 204473 241778 1654.0 9.9 119.0 130.0 9.5 A 92 90 p 350 07/28/05 N 204498 241633 1655.0 11.7 119.9 130.0 9.5 A 92 90 p 351 07/29/05 N 203498 242115 1594.0 10.4 117.4 130.0 9.5 A 90 90 p 352 07/29/05 N 203550 242210 1595.0 t 2.5 118.7 130.0 9.5 A 91 90 p 353 07/29/05 N 203481 242346 1596.0 9.5 122.8 130.0 9.5 A 94 90 p See last page of this table for explanations. ALB US-ICES FE & ASSOCIA TES, IA*C. Page A-5 mm � mm- mmmm w m mmmm Centex Homes TABLE A October 30, 2006 .11NI.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS 'NIT' X.Test Test :a.:,Test, 4' Re[.4000, M, op Req. Pass/ n, "a s t i It 06titent be'nsity, Density 'Nioist. Curve Comp. Comp. bail Number Date I vp,e- W..`(Lot (pet) .0 40), (IV") No. (IV") (IV,)) (['/l 354 07/29/05 N 203455 242335 1595.0 11.5 120.6 130.0 9,5 A 93 90 1) 355 07/29/05 N 204215 241S65 1623.0 12_1 119.2 _I-i10.0 9,5 A 92 90 1) 356 07/29/05 N 204155 241156 1626.0 11.7 120.1 130.0 9.5 A 92 90 1 357 07/29/05 N 204194 241857 1628.0 5.5 115.2 130.0 9.5 A .89 90 17 357 A 07/29/05 N 1 204194 242857 1628.0 9.7 123.7 130.0 9.5 A 95 90 p 358 07/29/05 N 204220 241765 1620.0 6.9 114.4 130.0 9.5 A 88 90 J� 358 A 07/29/05 N 204220 241765 1630.0 10.1 122.7 130.0 9.5 A 94 90 1) 359 07/29/05 N 204200 241830 1632.0 9.4 120.1 130.0 9.5 A 92 90 1, 360 08/01/05 N1 204155 241869 1633.0 12.0 119.6 130.0 9.5 A 92 90 1) 361 08/01/05 NN 203552 242117 1597.0 10.4 120.7 130.0 9.5 A 93 90 1) 362 08101105 N 203492 242245 1598.0 11.8 121.8 130.0 9.5 A 94 90 1) 363 08/01/05 IN 203511 242167 1599.0 10,9 121.7 130.0 9.5 A 94 90 p 364 08/01/05 N 203553 242297 1601.0 11.2 120.2 130.0 9.5 A 92 90 p 365 08101105 IN 203502 242216 1602.0 11.0 121.1 130.0 9.5 A 93 90 p 366 08/01/05 N 203521 242299 1604.0 9.9 119.7 130.0 9.5 A 92 90 1) 367 08/01/05 N 203540 242156 1605.0 10.7 118.4 130.0 9.5 A 91 90 1) 370 08/02/05 N 203646 242255 1595.0 10.1 1172 130.0 9.5 A 90 90 11 371 08/02/05 S 203695 242330 1597.0 10.7 116.8 130.0 9.5 A 90 90 P 372 08/02/05 S 203700 242120 1599.0 10.3 119.7 130.0 9.5 A 92 90 1, 373 08/02/05 N 203700 242280 1600.0 10.4 119.0 1-10.0 9,5 A 92 90 p 374 08/02/05 N 203665 242205 1601.0 9,7 117.7 130.0 9.5 A 91 go -P 375 08/02/05 N 203645 242115 1602.0 10.3 117.4 130.0 9.5 A 90 90 p 376 08/02/05 N 203675 242275 1603.0 10.5 117.6 130,0 9.5 A 90 90 1) 377 08/02/05 N 203715 242175 1604.0 10.6 118.4 130.0 9.5 A 91 90 p 378 09/02/05 S 204375 241710 1622,0 10.5 117.2 130.0 9.5 'A 90 go I, 379 08/02/05 N 204305 241715 1624.0 10.7 118.7 130.0 9.5 a 91 go 380 08/02/05 N 204305 1 241760 1625.0_1 _10.8 117.0 130.0 9.5 A 90 90 p See last page of this table for explanations. ALB US-KEEFE & ASSOC1.4 TES, JIVC Page .;\-6 Centex Homes TABLE A October 30, 2006 .I.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS 3 �.p 7 i4l I t oil 019 0 est, ca Number Date Type (Noy thing) ip Depth ;Content "'Ao' ist Carve Comp. Comp. l ail t5 No. ('X.) ((Y,,) (P/F) 2 381 08/02/05 N 204310 241800 1627.0 10.9 118.1 130.0 9.5 A 91 9() P 382 08/02/05 S 204310 241740 1629.0 10.6 119.7 130-0 9.5 A 92 90 P 383 08/02/05 N 204370 241820 1630.0 10.7 118.4 130.0 9.5 A 91 90 P 384 08/02/05 IN 204375 241870 1631.0 10.9 119.0 130.0 9.5 A 92 90 1) 385 08/02/05 N 204320 241875 1632.0 10.4 117.2 ]30.0 9.5 A 90 90 P 386 08/03/05 S 203710 242340 1605.0 10.3 118.3 130.0 9.5 A 91 90 P 387 08/03/05 S 203726 242230 1606.0 9.8 123.5 130.0 9.5 A 95 90 11 388 08/03/05 S 203820 242320 1600.0 10.6 117.6 130.0 9.5 A 90 90 p 389 08/03/05 N 203815 242145 1599.0 10.6 117.9 130.0 9.5 A 91 90 p 390 08/03/05 N 203755 242230 1601.0 10.3 117.3 130.0 9.5 A 90 90 p 391 08/03/05 N 203765 242140 1602,0 10.1 118.7 130.0 9.5 A 91 90 1) 392 08/03/05 N 203810 242285 1603.0 9.8 120.9 130.0 9.5 A 93 90 1) 393 08/03/05 N 203800 242215 1604.0 9.0 118.3 130.0 9.5 A 91 90 p 394 08/03/05 N 203755 242325 1605.0 10.7 11S.4 130.0 9.5 A 91 90 1) 395 08/03/0 N 203675 242280 1606.0 10.6 117.4 13 0.0 9.5 A 90 90 1 399 08/04/05 S 203900 241620 1605.0 10.3 122.3 13 0.0 9.5 A 94 90 1 400 08/04/05 S 203955 241630 1606.0 10.1 -121.3 130.0 9.5 A 93 90 P 401 08/04/05 S 204015 241655 1607.0 10.5 121.1 130.0 9.5 A 93 90 1) 402 08/04/05 N 203985 241380 1609,0 9.9 119.8 130.0 9.5 A 92 90 1) 403 08/04/05 N 204055 241645 1610.0 9.7 118.2 130.0 9.5 A 91 90 p 404 08/04/05 'N 204060 241565 1611.0 10.1 119.4 130.0 9.5 A 92 90 p 405 08/04/05 N 203900 241565 1607.0 10.5 117.6 130.0 9.5 A 90 90 p 406 08/04/05 N 203940 241360 1609.0 10.0 117.8 130.0 9.5 A 91 90 1) 407 08/04/05 N 203785 242110 1607.0 9.9 117.1 130.0 9.5 A 90 90 P 408 08/04/05 N 203780 242345 1607.0 9.7 118.2 130.0 9.5 A 91 90 P 409 08/04/05 N 203750 242180 1608.0 9.5 120.1 1300 9.5 A 92 90 P 410 08/04/05 N 1 203740 242260 1608.0 10.4 117.8 130.0 9.5 9.5 A 91 90 1) See last page of this table for explanations. ALBUS-KEEFE & ASSOCIATES, IAIC. Page A-7 Centex Homes TABLE A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS FIX NT tN ,, A D, 1) ax. eq., :Mss/ r N IS U1,V1 onip. g).! "C Nutilbe ortlihi Asti C F1111 (P/F) 411 08/04105 N 203805 242245 1608.0 10.1 117.6 130.0 9.5 A 90 90 412 08/04/05 N 203785 242160 1609.0 10.0 117.5 130.0 9.5 A 90 90 p 413 08/05/05 N 203920 241695 1609.0 10.3 115.7 130.0 9.5 A 89 90 F 413 A 08/05/05 N 203920 241695 1609.0 10.2 117.3 130.0 9.5 A 90 90 1) 414 08/05/05 "N' 203925 241535 1610.0 10,5 116.5 130.0 9.5 A 90 90 p 415 08/05/05 S 203995 241645 1611.0 10.1 117.7 130.0 9.5 A 91 90 P 416 08/05/05 S 204010 241550 1612.0 10.4 118.5 130.0 9.5 A 91 90 P 417 08/05/05 S 204365 242150 1616.0 10.6 116.7 130.0 9.5 A 90 90 P 418 08/05/05 N 204550 242115 1618.0 10.1 118.0 130.0 9.5 A 91 90 P 419 08/05/05 N 204525 242130 1620.0 10.2 116.6 130.0 9.5 A 90 90 1.) 420 08/05/05 N 204580 242120 1622.0 10.4 117.5 130.0 9.5 A 90 90 P 421 08/05/05 N 204565 242130 1624.0 10.0 117.7 130.0 9.5 A 91 90 P 422 08/05/05 IN 204585 241970 1630.0 9.7 118.6 130,0 9.5 A 91 90 P 423 08/05/05 N 204575 242010 1632.0 9.5 118.3 130.0 9.5 A 91 90 P 424 08105105 N 204585 241945 1634.0 9.7 117.6 130.0 9,5 A 90 90 P 425 08/05/05 N 204590 242040 1636.0 10.3 115.6 130.0 9.5 A 89 90 F 425 A 08/05/05 IN 204590 242040 .1636.0 10.0 116.9 130.0 9.5 A 90 90 P 426 08/05/05 N 204615 241950 1638.0 9.8 1.17.4 130.0 9.5 A 90 90 P 427 08/08/05 S 204605 241995 t 640.0 10.2 118.3 130.0 9.5 A 91 90 P 428 08/08/05 S 204505 241865 1654.0 10,5 121A 130.0 9.5 A 93 90 1) 429 08/08/05 N 204535 241695 1655.0 10.7 117.9 130.0 9.5 A 91 90 1) 430 08/08/05 IN 204530 241780 1656.0 10.6 118.9 130.0 9.5 A 91 90 1) 431 08/08/05 N 204445 241715 1657.0 10A 120.8 130.0 9.5 A 93 90 P 432 09/08/135 S 204445 241795 1658,0 9.6 119.4 130.0 9.5 A 92 90 P 433 08/08/05 N 204480 241625 1659,0 10.1 120,0 130.0 9.5 A 92 90 p 434 08/08/05 N 204510 241725 1660.0 9.9 120.6 130.0 9.5 A 93 90 p 435 08/08/05 N 204495 241715 1661,0 9.5 118.4 130.0)0.0 9.5 A 91 go P See last page of this table for explanations. A L H US-KEEFE & ASSOCIATES,INC Page A-8 ■r �s r r �r rr� �r r r r �■r r- rr r ■r ■r r r rr Centex Homes TABLE A October 30, 2006 ,1.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS a..cs«.'e.. .n...`.:k'• ._ ,.::..yyxh .. S W..o.ay...s -ett;';�' - y.:.. _ .y.�,...gg;•r.'_ ,as•;;�.sir ,�+ : - i � ''-° `" 8* ,Kn °'- Test 3 ; 1 est Nest Loc tti�tz1rs ``71« 11r,isi lli� rlb yhfaa s3=Drv 'O.pt:-; ` M� Rc1. Recl. Pass/ u Niiiubei Date I.ype (Noz tluii�} (h aStixzg) bc1�r1�" ( r�ntent U�us�t4 llu�51ty ' .19011,;t. Curve Comp. Comp. hail (• ) t (rrlct) No. NO {�} (I/F) i.•.a.. .�'e, i n }. m.k'• s; .�...rs.. ,..n'.. _ .Et4Ys _ r a..t _ .-x 436 08/08/05 N 203920 241605 1641.0 9.2 119.5 130.0 9.5 A 92 90 P 437 08/03/05 N 204000 241625 1616.0 9.7 119.6 130.0 9.5 A 92 90 P 438 08/08/05 N 204070 241630 1618.0 9.8 119.9 130,0 9.5 A 92 90 1' 439 08/09/05 N 203915 241655 1616.0 9.9 120.7 130.0 9.5 A 93 90 P 440 08/09/05 S 204580 241645 1635.0 10.2 119.9 130.0 9.5 A 92 90 P 441 08/09/05 S 204585 241760 1637.0 9.8 119.2 130.0 9.5 A 92 90 P 442 08/09/05 N 204575 241840 1639.0 9.7 119.3 130.0 9.5 A 92 90 P 443 08/09/05 N 204560 241605 1641.0 10.4 120.5 130.0 9.5 A 93 90 p 444 H/09/05 Ni 204570 241885 1643.0 10.5 121.4 130.0 9.5 A 93 90 P 445 08/09/05 N 204575 241705 1645.0 9.7 122.3 130.0 9.5 A 94 90 P 446 08/09/05 \' 204560 241765 1647.0 9.0 122.5 130.0 9.5 A 94 90 P 447 08/09/05 N 204580 241695 1649.0 9.7 119.3 130.0 9.5 A 92 90 P 448 08/09/05 ,S 204095 241625 1620.0 9.8 120.8 130.0 9.5 A 93 90 1' 449 08/09/05 N 204105 241560 1621.0 10.6 120.0 130.0 9,5 A 92 90 P 450 08/09/05 N 204180 241630 1623.0 10.7 g12l 130.0 9.5 A 91 90 P 451 08/09/05 N 204185 241580 1624.0 10.7 130.0 9.5 A 93 90 1' 452 08/09/05 N 204095 241665 1626.0 9.8 130.0 9.5 A 92 90 P453 08/09/05 N 204230 241610 1627.0 10.3 130.0 9.5 A. 90 90 P 454 08/10/05 S 204320 242070 1618.0 9.9 119.5 130.0 9.5 A 92 90 1' 455 08/10/05 N 204325 242025 1620.0 9.0 120.9 130.0 9.5 A 93 90 P 456 08/10/05 N 204330 242115 1622.0 10.3 113.5 130.0 9.5 A 89 90 F 456 A 08/10/05 N 204330 242115 1622.0 10.2 116.5 130.0 9.5 A 90 90 P 457 08/10/05 N 204360 242045 1624.0 9.2 119.3 130.0 9.5 A 92 90 P 458 08/10/05 N 204315 241980 1626.0 10,7 118.9 130.0 9.5 A 91 90 P 459 08/10/05 N 204365 242135 1627.0 9.7 122.3 130.0 9.5 A 94 90 P 460 08/10/05 N 204365 241990 1628.0 9.9 120.7 130.0 9.5 A 93 90 1' 461 08/10/05 S 204390 241980 1 1629.0 9.8 119.5 130.0 9.5 A 92 90 P * See last page of this table for explanations. ALBUS-ICEEFE&- ASSOCIATES, INC. Page A-9 Centex Homes TABLE A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS � - K vV W ,iop levT oistS e Reil. SS/ F •b(N01 1ng )fasting) mont 16; ist CIVeComp. Comp. 1"ail , ' N Tract}, -, No. O ,W 462 08/10/05 N 204340 242055 1630.0 9.1 119.3 130.0 9.5 A 92 90 1) 463 08/10/05 N 204220 241565 1628.0 9.8 119.9 130.0 9.5 A 92 90 p 464 08/10/05 N 204060 241630 1629.0 10.6 118.9 130.0 9.5 A 91 90 p 465 08/10/05 N 203970 241575 1630.0 10.4 118.8 130.0 9.5 A 91 90 p 466 08110105 N 203950 241640 1631.0 10.7 120.1 130.0 9.5 A 92 90 1) 467 08/10/05 S 204325 241920 1625.0 10.2 118.4 130.0 9.5 A 91 90 p 468 08/10/05 S 204375 241930 1627.0 9.6 119.3 130.0 9.5 A 92 90 p 469 08/11/05 N 204300 241920 1629.0 9.7 118.0 130.0 9.5 A 91 90 p 470 08/11/05 N 204415 241935 1631.0 9.9 119,7 130.0 9.5 A 92 90 p 471 08/11/05 N 204365 241955 1633.0 10.6 119.3 130.0 9.5 A 92 90 P 472 08/11/05 N 204385 241910 1635.0 10.0 117,3 130,0 9.5 A 90 90 p 473 08/11/05 N 203970 241500 1604.0 9.5 117.5 130.0 9.5 A 90 90 p 474 08/11/05 N 203975 241470 1606.0 9.5 118.3 130.0 9.5 A 91 90 1) 475 08/12/05 N 204025 241510 1608.0 9.7 118.4 130.0 9.5 A 91 90 13 476 08/12105 N 203990 241530 1610.0 9.8 120.7 130.0 9.5 A 93 90 p 477 08/12/05 N 204040 241480 1612.0 10.3 119.1 11 10.0 9.5 A 92 90 1 478 08/12/05 N 204035 241550 1614.0 10.4 118.4 130.0 9.5 A 91 90 F 479 08/12/05 N 204000 241490 1616.0 10.2 119.7 130,0 9.5 A 92 90 1) 480 08/12/05 N 204080 241510 1618.0 10.2 120.3 130.0 9.5 A 93 90 p 481 08/12/05 S 204055 241540 1620.0 10.0 120.8 130.0 9.5 A 93 90 P 482 08/12/05 S 204115 241530 1609.0 10.5 119.0 1-,0.0 -9.5 A 92 90 1) 483 08/12/05 S 204110 241480 1611.0 9.8 119.2 13 0.0 9,5 'A 92 90 1) 484 08/12/05 N 204030 241515 1613.0 9.7 116.6 130.0 9.5 A 90 90 1) 485 08/12/05 N 204145 241455 1615.0 9.9 118.7 130.0 9.5 A 91 90 P 486 08/12/05 N 204155 241535 1617.0 10.0 117.7 130.0 9.5 A 91 90 p 487 08/12/05 NN 204090 241480 1619.0 10A 119.1 130.0 9.5 A 92 90 p 488 08/12/05 -N 204165 241515 1621.0 10.6 117.5 130.0 9.5 A 90 90 See last Palle Of this table for explanations. ALB US-KEEFE& ASSOC A TES,IJVC Page A-10 Centex Homes TABLE A October 30, 2006 JX: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS op Piss/t.c molst D 'All Number astiz g)thin W,(, , 11 D- Lasting Ai� N cli, C 0 1i f6,111-1t coulp. Coffip. Fail N , CX.) CX4" (PI, y V a Y 489 08/12/05 N 203750 241625 1399.0 9.9 118.1 130.0 9.5 A 91 90 p 490 08112/05 N 1 203775 241690 1596.0 10.2 116.5 130.0 9.5 A 90 90 p 491 08/12/05 N 203800 241625 1600.0 10.0 117.2 130.0 9.5 A 90 90 1) 492 08/12/05 N 203815 241580 1602.0 9.7 117.7 130.0 9.5 A 91 90 493 08/15/05 S 203895 241555 1619.0 10.6 112.7 1130.0 9.5 A 87 90 493 A 08/15/05 S 203895 241555 1619.0 10.4 118.2 130.0 9.5 A 91 90 p 494 08/15/05 S 203900 241599 1621.0 10.7 118.8 130.0 9.5 A 91 90 1) 495 08/15/05 N 203920 241600 1622.0 9-7 118.0 130.0 9.5 A 91 90 p 496 08/15/05 N 204035 241575 1624.0 10.2 118,2 130.0 9.5 A 91 90 1) 497 08/15/05 N 204040 241620 1625.0 10.5 119.5 130.0 9.5 A 92 90 p 498 08/15/05 N 204120 241580 1627,0 10.1 117.6 130.0 9.5 A 90 90 p 499 08/15/05 IN 204220 241640 1629.0 9.9 118.3 130.0 9.5 A 91 90 p 50-0 08/15/0-5 N 204205 241475 1620.0 10.6 118.6 130.0 9.5, A 91 90 p 501 08/15/05 N 204215 241525 1622.0 10.0 117.9 130.0 9.5 A 91 90 1) 502 08/15/05 N 204195 241995 1624.0 10.3 118.2 130.0 9.5 A 91 90 p 503 08/15/05 N 204235 241545 1626.0 10.5 1.19.5 130.0 9.5 A 92 90 11 504 08/15/05 N 204200 241580 1628.0 10.0 117.9 130.0 9.5 A 91 90 1) 505 08/16/05 S 204310 241325 1618.0 103 118.2 130.0 9.5 A 91 90 1) 506 08/16/05 S 204315 241280 1620.0 10.4 119.1 130.0 9.5 A 92 90 p N N N N 507 08/16/05 N 204340 241360 1622.0 9.8 120.8 130.0 9.5 A 93 90 1) 508 08/16/05 N 204350 .241295 1624.0 9.7 119.1 130,0 9,5 A 92 90 1-1 509 08/16/05 N 204380 241355 1626,0 10.13 119.1 130.0 9.5 A 92 90 1) 510 08/16105 N 204315 241305 1628.0 10.4 117.5 130.0 9.5 A 90 90 1) 511 08/16/05 N 204380 241315 1630.0 10.2 118.7 130.0 9.5 A 91 90 1) 512 08/16/0-S -i\,' 204350 241330 1632.0 10,6 117.6 130.0 9.5 \ 90 90 p 513 08/16/05 N 204400 241330 1634.0 10.2 117.7 130.0 9.5 A 91 90 521 08/17/05 S 204185 1 241610 1630.0 9.8 115.3 130.0 .9.5 .. A 89 90 See last page of this table for explanations. A L B US-KEEFE Q A SSO CIA TES,1JVC Page A-I 1 Centex Homes TABLE A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DF.NSJT)' TES,r ju,'sum's Elegy:'/'. ?'1•est Test -,bfit 'il"(1 ass/' 111�. ftel" c". P, -!Number l);itc Type' (N6'rflifi) i4IVT PHI ifig) Depth--,'-C6ni6htR4)e-llsif Dcjisify Nl' i s L Curve Comp. Comp. bail (Tract) za ot) CY11) Cyo) (111/1, CY-) No. 08/17/05 S 204185 241610 1630.0 9.8 120.8 130.0 9,5 A 93 90 1.) 08/17/05 S 204160 241655 1632.0 9.9 119.5 130.0 9.5 A 92 90 523 08/17/05 S 204195 241650 1633.0 10.5 119.0 130.0 9.5 A 92 90 1) 524 08/17/05 IN 204710 241305 1643.0 10.7 118.8 130.0 9.5 A 91 90 1) 525 08/17/05 N 204715 241295 1645.0 10.4 120.5 130.0 9.5 A 93 90 p 526 08/17/05 N 204690 241285 1647.0 9.9 118.3 130.0 9.5 A 91 90 15 527 08/17/05 NN 204680 241335 1649.0 10.5 121 A 130,0 9.5 A 93 90 1) 528 08/17/05 N 203845 241510 1597.0 10.7 121.4 130.0 9.5 A 93 90 p 529 08/17/05 N 203880 241510 1599.0 9.8 120.4 130.0 9.5 A 93 90 p 530 08/17/05 N 203875 241490 1600.0 10.6 118.0 130.0 9.5 A 91 90 p 531 08/17/05 N 203760 241530 1593.0 10.5 117.6 130.0 9.5 A 90 90 p 532 08/17/05 N 203810 241520 1594.0 9.7 117.7 130.0 9.5 A 91 90 p 533 08/17/05 N, 203765 241550 1595.0 10.8 117.0 130.0 9.5 A 90 90 1) 534 08/17/05 N 203770 241510 1597.0 10.9 119.0 130.0 9.5 A 92 90 p 535 08/18/05 S 204695 241470 1650.0 9.8 121.3) 130.0 9.5 A 93 90 p 536 08/18/05 S 204650 241450 1652.0 10.3 118.6 130.0 9.5 A 91 90 p 537 08/18/05 S 204675 241490 1653.0 10.4 119.4 130.0 9,5 A 92 90 p 538 08/IS/05 S 204695 241380 1650.0 10.5 117.9 130.0 9.5 A 91 90 1) 539 08/18/03 N 204665 241380 1651.0 10.0 117.6 _I 30,0 9,5 A 90 90 1) 540 08/18/05 N 204680 241425 1652.0 10.7 117.5 130.0 9,5 A 90 90 1, 541 08/18/05 NTI 204685 241350 1653.0 10.2 117.0 130.0 -9.5 A 90 90 p 542 08/18/05 N, 204660 241550 1648.0 9.9 116.8 130.0 9.5 A 90 90 1) 543 08/18/05 N 204695 241530 1650.0 9.6 118.0 130.0 9.5 A 91 90 p 544 08/18/05 N 204650 241520 1652.0 10.1 117.6 130.0 9.5 A 90 90 p 545 08/18/05 NN 204710 241555 1654.0 10.3 118.0 110.0 9.5 A 91 90 p 546 08/18/05 N 204675 241535 1655.0 10.1 117.6 130,0 9,5 A 90 90 1) 547 08/18/05 N 204575 1 241320 1648.0 10.7 1 117.9 130.0 9.5 1 A 91 90 p See last page of this table for explanations. ALBUS-ICEEFE& ASSOCIATES, IATC Pml,c A-12 Centex Homes TABLE A October 30, 2006 ,I.N,: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS ass a IN- T. - �-f Dry ,Max:,:`- ' e.. Eli' p�71 � ,-D t Fail D D'� Cury Comp. Conip.�Mfte ib r CP 1� ��,011tefit ensltv-, (L Cy-) 'No. -C 548 08118105 N 204580 241325 1650.0 9.7 118.1 130.0 9.5 A 91 go p 549 08/18/05 N 204640 241315 1651.0 10.4 118.7 130.0 9.5 A 91 90 1) 550 08/18/05 N 204645 241340 1652.0 10.2 118.6 130.0 9.5 A 91 90 1) 551 08/18/05 S 203950 241275 1604.0 9.9 120.6 130.0 9.5 A 93 90 1) 552 08/18/05 S 204020 241280 1606.0 10.2 119.4 130.0 9.� A 92 90 P 553 08/18/05 S . 204055 241340 1608.0 10.4 118.4 130.0 9.5 A 91 90 1.) 554 08/18/05 S 203925 241315 1610.0 9.9 121.6 130.0 9.5- A 94 90 1) 555 08/19/05 N 204005 241295 1611.0 10.6 117.6 130,0 9.5 'A 90 90 p 556 08/19/05 N 204045 241340 1612.0 10.3 118.3 130.0 9.5 A 91 90 p 557 08)19/05 N 204125 241320 1613.0 10.7 118.4 1 130.0 9.5 A 91 90 558 08/19/05 N 204050 241280 1614.0 10.6 117.6 130,0 9.5 A 90 90 559 08/19/05 N 204120 241300 1615.0 10.4 118.4 130.0 9.5 A 91 90 560 08/19/05 N 204205 241340 1616.0 10.7 118.8 130.0 9.5 A 91 90 p 561 08/19/05 N 204220 241290 1617.0 9.9 118.7 130.0 9.5 A 91 90 1) 562 08/19/05 N 204185 241305 1618.0 10.4 118.4 [30.0 9.5 A 91 90 1) 563 08/19/05 N 203610 241590 1590.0 10.1 119.3 130.0 9.5 92 90 J) 564 08/19/05 1\1 203605 241560 1592.0 9.9 120,7 1310-0 9.5 1 91 90 p 565 08/19/05 N 203660 241565 1594.0 10.6 118.9 130.0 9.5 A 91 90 p 566 08/19/05 N 203695 241550 1596.0 9.9 1209 130.0 9.5 A 93 90 1) 567 08/22/05 S 203545 241285 1590.0 10.3 119.9 130.0 9.5 A 92 90 p 568 08/22/05 S 203750 241285 1600.0 10.5 1-20.9 130.0 9.5 A 91 90 P- 569 08/22/05 S 203865 241290 1605.0 9.8 121.0 130.0 9.5 A 93 90 p 570 08/22/05 N 203580 241285 1592.0 9.9 118.7 130.0 9,5 A 91 90 1 571 08/22/05 Nl 203690 241290 1602.0 10.4 117.2 130.0 9,5 A 90 90 J) 572 08/22/05 N 203820 241300 1602.0 10.9 118.1 1-10.0 9.5 A 91 90 p 573 08/22/05 N 203635 241295 1594.0 10.5 117.2 130.0 9.5 A 90 90 1) 574 1 08/22/05 1 N 1 203480_ 1 241295 1592.0 10.1 118.7 130.0 9.5 A 91 90 p See last page of this table for explanations. ,4LBUS-ICEEFE & ASSOCIATES, INC Page A-13 Centex 1-fornes TABLE, A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS t F6 OPP' 409 71"W H AM at n I -i� . curve Fail giontenp-Jignsity-, p. Comp.ithii 't- C0111, i No. NO 575 08/22/05 N 203515 241305 1594.0 9.8 120.9 130,0 9.5 A 93 90 P 579 08/22/05 N 203500 241340 1594.0 10,2 117.3 1.30.0 9.5 A 90 90 p 580 08/22/05 N 203560 241320 1595.0 101 117.6 130.0 9.5 A 90 90 p 581 08/22/05 N 203480 241310 1596.0 9.5 120.1 130.0 9.5 A 92 90 p 582 08/22/05 N 203540 241350 1597,0 9.9 117.1 130.0 9.5 A 90 90 p 583 08/23/05 N 203605 241310 1598.0 9.9 119.8 130.0 9,5 A 92 90 p 584 08/23/05 s 203565 241365 1599.0 10.4 118.5 130.0 9.5 A 91 90 p 585 08/23/05 s 203615 241360 1600.0 10.5 121.1 11 p 10.0 9.5 A 93 90 586 08/23/05 N 203660 241320 1601.0 10.0 116.9 130.0 9.5 A 90 90 p 587 08/23/05 N 203715 241310 1602.0 9.8 119.9 130.0 9.5 A 92 90 P 588 08/23/05 N 203665 241345 16033.0 9.5 115.4 130.0 9.5 A 91 90 p 392 08/23/05 s 203760 241310 1604.0 10.2 120.1 130.0 9,5 A 92 90 1) 593 08/23/05 s 203705 241360 1606.0 10.6 119.2 1210.0 9.5 A 92 90 1) 594 08/23/05 s 203805 241355 1607.0 10.5 120.4 1210.0 9.5 A 93 90 1, 595 08/24/05 1\1 203885 241325 1608.0 10.1 119.3 130.0 9.5 A 92 90 1) 596 08/24/05 N 203765 241375 1609.0 10,4 117.5 130.0 9.5 A 90 90 597 08/24/05 N 203865 241355 1610.0 10.6 118.2 130.0 9.5 A 91 90 1) 598 08/24/05 N 203975 241370 1611.0 10.4 118.2 130.0 9.5 A 91 90 p 599 08/24/05 N 203860 241380 1612.0 10.0 117.5 130.0 9.5 A 90 90 1) 600 OS/24/05 N 203945 241370 1614.0 10.3 119.3 13,0.0 9.5 A 92 90 1) 614 08/25/05 N 203990 241325 1616.0 10.3 119.S 130.0 9.5 A 92 90 p 615 08/25/05 N 204040 241290 1617.0 10.1 117.8 130.0 9.5 A 91 90 p 616 08/25/05 N 204000 2413SO 1618.0 9.9 117.3 130.0 9.5 A 90 90 11, 617 08/25/05 N 204060 241365 1620.0 9.6 118.2 130.0 9.5 A 91 90 1.) 618 08/25/05 N 204120 241365 1622.0 9.8 119.9 130.0 9.5 A 92 90 p 619 08/25/05 N 204155 241360 1623.0 10.1 119.6 130.0 9.5 A 92 90 p 620 10.7 117.6 1� 08/25/05 N 204220 241380 1625.0 30.0 9.5 A.- 90 90 11 See last page of this table For explanations. A L B US-KE,E-FE& A SS 0 C111 TES, hVC. Paue A-14 Centex Homes TABLE A October 30, 2006 .I.N.: 1216.02 SUMMARY OF FIELD DE,NSITV,rEST REISULTS ry. 3,,Dr:yT -.0pt:v, `RZI �R&j., f 7:est: Test t..-',�31.6catioj*:� 101st.. Ntimber Date 'I p6i , `(N'o"i't' i' Di 0 t I i,;,, C 66 te"A'11 is,ify-, 1,16ist, curve collip. Comp. Fail g p No. TY Lo ft. - : 1- Cy 621 08/25/05 N 204270 2413310 1627.0 10.2 119.8 130.0 9.5 A 92 90 1) 622 08/25/05 N 204265 241370 1629.0 10.0 119.9 130.0 9.5 A 92 90 P 623 08/25/05 N 204305 241375 1631.0 10.1 117.6 130.0 9.5 A 90 90 1) 624 08/25/05 N 204300 241550 1620.0 10.7 118.8 130.0 9.5 A 91 90 P 625 08/25/05 N 204320 241525 1622.0 10.1 122.8 130.0 9.5 A 94 90 11 626 08/25/05 N 204315 241480 1624.0 10.7 118.4 130.0 9.5 A 91 90 1) 627 08/26/05 N 204345 241530 1626.0 9.7 119.6 130.0 9.5 A 92 90 1) 628 08/26/05 N 204370 241550 1628.0 9.5 IISA 110-0 9.5 A 91 90 1) 629 08/26103 N 204360 241490 1630.0 . 10.4 118.1 130.0 1 9.5 A 91 90 1.) 630 08/26/05 N 204415 241550 1632.0 10.3 118.3 130.0 9.5 A 91 90 1) 631 08/26/05 S 204410 241500 1634.0 10.2 120.1 130.0 9.5 A 92 90 1) 6,)9 08/29/05 N 204400 241590 1636.0 10.3 119.4 130.0 9.5 A 92 90 1) 640 08/29/05 N 204445 241480 1637.0 10.4 119.6 130.0 9.5 A 92 90 1 641 08/29/05 1\1 204450 241525 163 9.0 10.6 121.6 130.0 9.5 A 94 90 1) 642 08/29/05 IN 204480 241510 11130.0-640.0 10.7 118.9 9.5 A 91 90 P643 OS/29/05 S 204475 241480 1641.0 10.5 120.4 130.0 9.5 A 93 90 1 644 OS/29/05 S 204460 241550 1643.0 10.8 118.4 130.0 9.5 A 91 90 1 645 08/29/05 N 204490 241545 1645.0 10.6 115.6 130.0 9.5 A 39 90 17 645 A 08/29/05 N 204490 241545 1645.0 10.7 116.9 130.0 9,5 A 90 90 1) 646 08/29/05 s 204450 241350 1632.0 10,2 118.5 130.0 9,5 A 91 90 1) 647 08/29/05 N 204450 241380 1634.0 10.4 116.9 130.0 9.5 A 90 90 ID, 648 08/29/05 N 204460 241305 1636.0 10.2 118.4 130.0 9.5 A 91 90 p 649 08/29/05 N 204500 241365 1638.0 10.1 120.0 130.0 9.5 A 92 90 1-) 650 08/29/05 S 204465 241340 1640.0 10.7 120.0 130.0 9.5 a 92 90 � 651 08/29/05 S 204505 241380 1642.0 10.3 121.0 130.0 9.5 A 93 90 1) 652 08/29/05 N 204490 241330 1644.0 10.7 118.9 130.0 9.5 'A 91 go 653 08/29/05 N 204525 241310 1646.0 10.4 1 119.6 130.0 9.5 1 A 1 92 90 1, See Iasi page of this table [`or explanations. ALB US-I(E-EFE &, ASSOCIATES, hNIC. Page A-15 Centex Homes TABLE A October 30, 2006 ,I.N.: 1216.02 SUMMARY OF FIELD DENSITY-TEST RESULTS Test '1, s 1 '' vvTest ]Acati01 E16./, NUist. '*r2 x M, Rel. Req. Pass/ Number Date Typc i�j Ig')(No -iiii (jE sti i a * I Depth Content De.usily Density Moist. Curve Comp. Comp. Fall ('bract) (ft.). No) (Pcf) (pcf) ('y") No. ('Y,,) 654 ()61/29/05 N 20Z45 1 241350 164S.0 10.0 118.8 130.0 9.5 A 91 90 11 655 08/29105 N 204480 243 120 1590.0 9.7 118.0 130.0 -9.5 A 91 90 1 656 08/29/05 N 204540 243160 1592.0 9,9 119.6 130.0 9,5 A 92 90 1) 657 08/29/05 N 204520 243125 1593.0 9.8 120.2 130.0 9.5 A 92 90 p 658 08/29/05 N 204215 243065 1686.0 10.5 119.8 130.0 9.; A 92 90 P 659 08/29/05 N 204250 243120 1688.0 10.6 117.6 130.{) 9.5 A 90 90 1) 666 08/30/05 S 204430 241590 1646.0 10.4 119.7 130.0 9.5 A 92 90 1) 667 08/30/05 S 204460 241580 1648.0 10'1 121.5 130.0 9.5 A 93 90 p 668 08/30/05 S 204520 241504 1649.0 10'8 119.0 1*3 0.0 9.5 A 92 90 13 669 08/30/05 N 204515 241570 1651.0 9.9 118.9 130.0 9.5 A 91 90 1.) 670 08/30/05 N 1 204455 241510 1652.0 10.0 119.1 1-�0.0 9.5 A 92 90 13 671 08/30/05 N 1 204505 241520 1654.0 10.1 117.8 130.0 9.5 A 91 90 P 672 08/30/05 N 204490 241570 1656.0 10.2 117.3 130,0 9.5 A 90 90 13 715 09/01/05 S 203945 241750 1611.0 9.9 121.6 130.0 9.5 B 94 90 p 716 09/01/05 S 203970 241745 1612.0 9.6 119.4 130.0 9.5 B 92 90 P 717 09/01/05 N 204000 241740 1614.0 10.4 118.8 130.0 9-5 13 91 7-90 1), 718 09/01/05 N 204080 241775 16 12.0 10.2 119.4 130.0 .9.5 B 92 90 1) 719 09/01/05 N 204060 241740 1614.0 10.3 11 S.S 130.0 9.5 B 91 90 p 720 09/01/05 S 204100 241750 1616.0 10,3) 118.6 1310-0 9.5 B 91 90 r 721 09/01/05 S 204085 241800 1618.0 10.3 1 118.3 130.0 9.5 3 91 90 1) 722 09/01/05 N 204580 241515 1640.0 10.0 11.9.3 130.0 9.5 B 92 90 P 723 09/01/05 N 204585 241470 1642.0 10.3 117.3 1-10.0 9,5 B 90 90 1) 724 09/01/05 N 204560 241560 1644.0 10.1 118.7 130.0 9.5 B 91 90 1) 725 09/01/05 N 204505 241540 1646.0 10.4 119.0 130.0 9.5 B 92 P 726 09/01/05 N 204565 241580 1648.0 10.3 118.7 130.0 9.5 B 91 90 P 727 09/01/05 N 204410 241420 1630.0 9.8 119.5 1-10.0 9.5 B 92 90 P 728 09/01/05 N 204435 241440 1632.0 103 118.6 130.0 9.5 B 91 9U P See last page of this table for explanations. ALB US-ICEEFE& ASSOCIATES, IJNIC, Page 10 Centex Homes TABLE A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESUL'I'S, e ass/ 4`111� Mo V"'.. I'Mkf 7' W, 5� Wj h i� fi ei ?:T V'Tl "Npomber cul comp. comp ail (q m j -P No. C/ C/O (P"l 729 09/02/05 S 203460 241775 1585.0 10.5 117.2 130.0 9.5 B 90 90 1) 1 730 09/02/05 S 203465 241725 1587.0 9.8 123.5 130.0 9.5B 95 90 1) 731 09/02/05 N 203470 241630 1589.0 10.3 117.3 130.0 9.5 B 90 90 11 732 09/02/05 N 203475 241830 1590.0 10.9 119.0 130.0 9.5 13 92 90 733 09/02/05 N 203465 241510 1592.0 9.9 118.3 130.0 9,5 B 91 90 1-3 734 09/02/05 N 203480 241745 1591.0 10A 120.5 130.0 9.5 B 93 90 1) 735 09/02/05 N 203475 241560 1592.0 10.7 118.8 130.0 9.5 B 91 90 1) 736 09/02/05 S 203485 241880 1593.0 10.4 118.4 130.0 9.5 13 91 90 p 737 09/02/05 S 203535 241790 1594.0 9,8 120.8 130.0 9.5 B 93 90 1) 738 09/02/05 N 203525 241890 1595.0 9.7 122.3 130.0 9.5 B 94 90 p 739 09/02/05 N 203530 241545 1596.0 10.0 120.0 130.0 9.5 B 92 90 p 740 09/02/05 N 203520 241635 1597O 10.7 117.9 130.0 9.5 B 91 90 p 741 09/02/05 IN 203960 241840 1612.0 10.2 119.4 130.0 9.5 B 92 90 p 742 09/02/05 N 204000 241820 1614,0 10.7 121.4 130.0 9.5 B 93 90 p 743 09/02/05 N 203950 241795 1616.0 10.9 120.8 130.0 9.5 B 93 90 p 744 09/02/05 N 204070 241840 1618.0 10.3 122.3 130.0 9.5 13 94 90 p 749 09/06/05 S 203755 241660 1604.0 10.4 118.4 130.0 9.5 B 91 90 P 750 09/06/05 , S 203695 241580 1606.0 10.5 121.1 130.0 9.5 13 93 90 1-1 751 09/06/05 N 203845 241655 1608.0 10.1 119.6 130.0 9.5 B 92 90 p 752 09/06/05 -N 203850 241610 1610.0 10.7 116.9 130,0 9.5 B 90 90 p 753 09/06/05 IN 203810 241665 1612.0 10.2 120.3 130.0 9.5 B 93 90 p 754 09/06/05 IN 203845 241565 1614.0 10.6 119.3 130.0 9.5 B 92 90 1) 755 09/06/05 N 203785 241690 1616.0 10.6 117.6 130.0 1 9.5 B 90 90 P 756 09/06/05 N 203650 241900 1594.0 10.7 117.9 130.0 9.5 B 91 90 1) 757 09/06/05 N 2033650 241835 1595.0 9.8 120.8 130.0 9.5 13 93 90 1) 758 09/06/05 N 203685 241880 1596.0 10-5 118.3 130.0 9.5 B 91 90 1) 759 09/06/05 N 203680 1 241810 1597,0 10.0 120.5 130.0 - 9.5 B 93 90 1) See last page of this table for explanations. ALBUS-KEEFE S, ASSOCIATES, INC. Page A-17 Centex Homes TABLE A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS "fbj v k`P lumber1,MjAg)P'!JFp 4-AL-6 fe t rv'� Comp. C,o m Fail je NO .010 (P/F) WX N 760 09/06/05 S 203660 241955 1598.0 10.5 119.0 130.0 9.5 B 92 90 1.) 765 09/07/05 N 203760 241960 1597.0 10.4 119.3 130.0 9.5 B 92 90 P 766 09/07/05 N 203765 241935 1599,0 10,7 119.2 130.0 9.5 B 92 90 p 767 09/07/05 N 203800 241895 1600.0 10.4 118A 130.0 9.5 B 91 90 P 768 MOMS N 203825 241945 1602.0 10.8 120.1 130,0 M B 92 90 769 09107/05 N 203740 2418*20 1604.0 10.6 118.0 130.0 9.5 B 91 90 P 770 09/07/05 N 203820 241835 1606-0 10,S 118.6 130.0 9.5 B 91 90 1) 771 09/07/05 N 203745 241890 1607.0 10.2 117.7 130,0 9.5 B 91 90 P 772 09/07/05 N 203800 241780 1609.0 10.0 117.6 130.0 9,5 B 90 90 P 773 09/07/05 N 204060 242050 1612.0 10.1 118.4 130.0 9,5 B 91 90 P 774 09/07/05 N 204065 242005 1614.0 9.8 117.8 130.0 9,5 B 91 90 P 775 09/07/05 S 204115 242040 1616.0 10.6 118.4 130.0 9.5 B 91 90 P 776 09/07/05 S 204170 242080 1618.0 10.2 119.7 130.0 9.5 B 92 90 1) 781 09/08/05 N 203465 241425 15S4.0 9,7 119.1 130.0 9.5 B 92 90 P 782 09/08/05 N 203515 241400 1596.0 10.3 119.8 130.0 9-5 B 92 90 1) 783 09/08/05 N 203560 241425 1588.0 10.1 121.5 130.0 9.5 B 93 90 P 784 09/08/05 S 203765 2241470 1600.0 10.3 119.6 130.0 9.5 B 92 90 P- 785 09/08/05 S 203825 241465 1602A 9.9 119.5 130.0 9.5 B 92 90 786 09/08/05 N 203920 241485 1604.0 9.7 120.9 130.0 9.5 II- 93 90 787 09/08/05 N 203865 241470 1606.0 10.3 119.8 130.0 9.5 13 92 90 P 788 09/08/05 N 203940 241475 1608.0 9.6 118.2 130.0 9.5 B 91 90 P 789 09/08/05 N 203780 241390 1605.0 10.2 120.1 130.0 9.5 B 92 90 P 790 09/08/05 N 203715 241390 1607.0 10.4 118.1 130.0 9.5 H 91 90 P 791 09/08/05 N 203805 241390 1609.0 10.3 119.1 130.0 9.5 B 92 90 P 792 09/08/05 S 204390 24')120 1589,0 10.8 118.1 130.0 9.5 B 91 90 1) 793 09/08/05 S 204340 243115 1590.0 10.7 120.0 130.0 9.5 B 92 90 p 794 09/08/05 N 2 0.1 120.0 130.0 .5 B 92--F 90 See last page of this table for explanations. Z> A L B US-KLFL-fi-f& ASS 0 CIA TES, -INC. Page A-18 Centex Honles TABLE A October 30, 2006 .I.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS 0 pt.,' • -Nlax'--, ik- Mols't lWe ' !Cblllp. Fail D' ' IM 6 i s cii etis "PIP h'Nm'hibet. (N' "'47ontent N ('Yo) (P/F) 795 09/08/05 N 204300 243045 1589.0 10.0 118.8 130.0 9.5 B 91 go 796 09/08/05 N 204255 243025 1590.0 10.6 117.6 130.0 9,5 B 90 go 797 09/08/05 N 204270 243090 1592.0 10.0 118.6 130.0 9.5 B 91 90 798 09/08/05 N 204450 243 155 1594.0 10.1 117.8 130.0 9.5 B 91 90 799 09/08/05 S 204215 243105 1596.0 10.1 121.5 130.0 9.5 B 93 90 800 09/08/05 S 204425 243100 L 598.0 10.4 118.5 130.0 9.5 B 91 90 p 805 09/09/05 N 204350 243015 1593.0 14.1 116.7 130.0 9.5 A 90 90 p 806 09/09/05 NT 204270 243005 1595.0 12.7 119.4 130.0 9,5 A 91 90 P 807 09/09/05 IN 204165 242995 1591.0 10.9 120.5 130.0 9,5 A 93 90 1) 808 09/09/05 N 203665 241680 1596.0 12.4 118.9 130.0 9.5 A 91 90 p 809 09/09/05 N 203 705 241960 1598.0 11.9 119,2 130.0 9.5 A 92 90 13 810 09/09/05 N 203630 241395 1597.0 11.5 119.0 130.0 9.5 A 92 90 p 811 09/09/05 N 203920 241405 1610.0 10.2 121.2 130.0 9.5 A 93 90 p 814 09/12/05 N 204500 243040 1602.4 10.2 117.1 130.0 9.5 A 90 90 1) 815 09/12/05 N 204440 243130; 1602.6 11.1 116.9 130.0 9,5 A 90 90 p 816 09/13/05 N 204540 242960 1602.9 15.3 112.4 130.0 9.5 A 86 90 816 A 09/13/05 N 204540 242960 1602.9 14.9 117.2 130.0 9.5 A 90 90 13 817 09/13/05 -Ni -204500 243060 1604.5 15.2 112.6 130,0 9.5 'A 87 90 F 817 A 09/13/05 N 204500 243060 1604.5 171 118.3 1.30.0 9.5 A 91 90 p 818 09/14/05 N 204540 242920 1603.6 20,1 117.2 130.0 9.5 A 90 90 p 819 09/14/05 N 204540 242960 1604.8 20.1 112.0 130.0 9.5 A 86 90 1: 819 A 09/14/05 N 204540 242960 1604.8 18,9 117.3) 130.0 9.5 A 90 90 p 820 09/14/05 N 204520 243020 1604.2 14.5 111.2 130.0 9.5 86 90 1- 820 A 09/14/05 N 204520 243020 1604,2 19.3 116.4 130.0 9.5 A 90 90 1.) 821 09/14/05 N 204520 243060 1606.9 14.5 111.3 130.0 9.5 A 86 90 1.- 821 A 09/19/05 =7 204520 243060 1606.9 16.9 117.2 130.0 M A 90 90 13. 822-1-09/19/05 1 N 1 204080 243100 1592.6 22.1 1 117.1 130.0 9-5 A 90 90 1) - See last page of this table for explanatiolls. ALBUS-ICEEFE& ASSOCIATES, lAC llage A-19 mm Contex Homes TABLE A October 30, 2006 J,N.: 1216.09 SUMMARY OF FIELD DENSITY TEST RESULTS Pass/ .0 "y' v test -? .. ..;f i ax.,-yi c i i Density Moist. Curve Comp. Comp. [�'ai tz i is'iR- Density P Number Date Type (Northiii4)SF(Eir t, 1 0 e ffi -(P-0) 'NO Cy") .0 P". (Tract)'` No. CX0 823 09/19/05 N 204090 243240 1594.1 10.2 119.3 130.0 9.5 A 92 90 p 824 09/19/05 N 204090 243040 1594.1 8.5 116.8 130.0 9.5 A 90 90 1) 825 09/2 1/05 N 2043320 242900 1598.0 7.2 118.9 130,0 9.5 A 91 90 P 826 i 09/21/05 N 204140 242800 1607.5 6.3 117.7 130.0 9.5 A 91 90 1.) 827 09/21/05 N 204340 242780 1607.0 7.9 116.7 130.0 9.5 A 90 90 P 828 09/22/05 N 204160 242840 1598.0 9.5 120.3 130.0 9.5 A 93 90 1) 829 09/22/05 N 204320 242830 1609.4 110 119.7 130,0 9.5 A 92 90 1 830 09/22/05 N 204320 242840 1 1598.6 9.0 123.2 130.0 9.5 A 95 90 1) 831 09/22/05 N 204360 242930 1604.3 11.5 119.6 130.0 9.5 A 92 90 1) 832 09/22/05 N 203980 243050 1592.0 10.6 116.8 130.0 9.5 A 90 90 P 833 09/22/05 N 203950 243050 '1594.0 11,6 116.1 130.0 9.5 A 89 90 F S33 A 09/22/05 N 203970 243050 1594,0 11.1 120.2 1130.0 9.5 A 92 90 P 834 09/22/05 N 203960 243180 1597.0 11.3 120.4 130.0 9.5 A 913 90 1) 835 09/12/05 N 203720 241700 1598.0 8.5 1111 130.0 9.5 A 87 90 1, 835 A 09/12/05 N 203720 241700 1598.0 10.7 117.0 130.0 9.5 A 90 90 1) 836 09/12/05 N 203720 241580 1600.0 7.2 111.8 130.0 9.5 A 86 90 F 836 A 09/12/05 N 203720 241580 1600.0 11.5 118.3 130.0 9.5 A 91 90 1.) 837 09/12/05 N 203645 241625 1602.0 10.5 120.1 130.0 9.5 A 92 90 P 838 09/12/05 N 203660 241480 1604.0 10.2 119.1 130.0 9.5 A 92 90 1) 841 09/13/05 N 203515 241465 1495.0 12.1 116.0 130.0 9.5 A 89 90 F 841 A 09/13/05 N 203515 241465 1495.0 12.5 119.2 130.0 9.5 A 92 90 P 842 09/13/05 N 203520 241575 1496.0 13.3 118.1 130.0 9.5 A 91 90 843 09/13/05 N 203525 241720 1497.0 10.4 117.5 130.0 9.5 A 90 90 844 09/13/05 N 1 203670 241730 1604,0 13.0 121.2 130.0 9.5 A 93 90 845 09/13/05 N 203840 241715 1612.0 10.2 118.4 130.0 9.5 A 91 90 P 846 09/13/05 NN 203955 241710 1618.0 10.7 118.9 130.0 9.5 A .91 90 1), 847 09/13/05 N 204095 241710 1622.0 11.4 119.2 130.0 9.5 A 92 90 P See last page of this table for explanations, ALB US-KE-EFE& A SS 0 CIA TE S, IATC. Page A-20 Centex Homes TABLE A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DENSI'I'Y,rES,r RESULTS 'c • F�S' i-OH 51M Sl im'd I S tA: Te.-O, VIA, q Plis ovation T vqiiudlit bisity I ciusltv'�' ail IN'loist. curve comp. collip. F, V D '. . �'6'�� ate Nbithifig No. ('Y") ('Xi) (P/F) p ract -- CA}, 848 09/14/05 N 20379-5 241945 1604,0 9.8 117.4 130.0 9,5 90 90 1) 1 849 09/14/05 N 203785 s 241825 1604.0 10.3 118.9 130.0 9.5 A 91 90 p 850 09/14/Oi NN 203795 241710 1606.0 9.9 11S.6 130.0 9.5 A 91 90 p S51 09/14/05 N 203875 241640 1610.0 9.5 117.0 130.0 9.5 A 90 90 p 852 09/14/05 N 203990 241665 1613.0 11.0 120.4 130.0 9.3 A 93 90 1) 853 09/14/05 N 204090 241790 1617.0 11.5 121.2 130,0 9,5 A 93 90 p 854 09/14/05 N 203980 241790 1615.0 10.4 119.3 130.0 9,5 A 92 90 1) 855 09/14/05 N 203930 241785 1612.0 10.1 120.1 130.0 -9.5 A 92 90 1) 856 09/15/05 S 1 204095 242910 1596.0 16.2 114.7 127.0 11.5 c 90 go p 857 09/15/05 N 204190 242910 1598.0 15.2 115.0 127.0 11.5 c 91 go 1) 858 09/15/05 N 204320 242900 1602.0 12.7 116.9 127.0 11.5 c 92 90 1) 859 09/15/05 N 204480 242895 1600.0 16.9 114.8 127.0 11.5 c 90 90 1) 860 09/15/05 N 203595 241690 1595.0 10.6 120.1 130.0 9.5 A 92 90 p 861 09/15/05 N 203595 241890 1594.0 13.7 118.5 130.0 9,5 A . 91 90 1) 862 09/15/05 242040 1593.0 12.4 119.2 130.0 9.5 A 92 90 1) 863 09/15/05 IN 203455 242035 1591.0 14.5 117.9 130.0 9.5 A 91 90 p 868 09/16/05 N] 204605 242975 1604.0 13.3 114.8 127.0 11.5 c 90 90 1) 869 09/16/05 N 204470 242970 1606.0 14.5 118.1 127.0 11.5 c 91 90 p 870 09/16/05 N 204300 242950 1602.0 15.1 115,2 127.0 11.5 c 91 90 p 871 09/16/05 N 204160 242940 1600.0 12.7 114.5 127.0 11.5 c 90 90 1, 872 09/16/05 N 203885 241710 1608.0 12.7 119.2 130.0 9.5 A 92 90 p 873 09/16/05 N 203390 241880 1598.0 13.6 117.5 130.0 9,5 A 90 90 p 874 09/16/05 N 203850 242055 1596.0 12.0 119.7 130.0 9.5 A 92 90 P 875 09/16/05 N 203705 242040 1594.0 12.3 121.4 130.0 9.5 A 93 90 1) 876 09/16/05 N 203320 242025 1592.0 11.2 118.5 130.0 9.5 A 91 90 1) 880 09/19/05 N 204150 242110 1620.0 9.8 117.4 130.0 9.5 A 90 90 ) 8s1 09/19/05 N 204065 242065 1620.0 10.2 119.7 130.0 9.5 A 92 90 P) See Iasi page of this table for explanations. A L B US-KEE FE& A SSO CIA TES. INC Pace A-21 Centex Homes TABLE] A October 30, 2006 J,N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS , J V A �-RE Pa ssres JEOto D6V � I ,x ) v0 - jL a A c Comp. Comp. Fail TVp'c, ,`(N6r' T., �'No. cX") Qt),4V all 882 09/19/05 N 204075 241975 1622.0 11.8 118.5 130.0 9.5 A 91 90 P 883 09/19/05 N 204100 241865 1622.0 10.0 116.2 130.0 9.5 A - S9 90 1- SS3 A 09/19/05 N 204100 241865 1622.0 12.1 118.0 130.0 9.5 A 91 90 p 884 09/19/05 N 204195 242050 1615.0 10.5 121.2 130.0 9.5 A 93 90 p 887 09/20/05 S 204195 242130 1622.0 13.6 117.3 130,0 9.5 A 90 90 888 09/20/05 N 204120 242080 1624.0 12.7 11S.5 130,0 9.5 A 91 90 839 09/20/05 N 204090 241945 1626.0 10.2 120.4 130.0 9.5 A 93 90 p 890 09/20/05 N 204180 242095 1619.0 11.5 119.3 130.0 9.5 A 92 90 1) 891 09/20/05 N 204130 242035 1621.0 14.0 117.0 1.130.0 9.5 A 90 90 p 892 09/20/05 N 204130 241970 1623.0 11.9 120.2 130.0 9.5 A 92 90 895 09/21/05 N 203750 241585 1612.0 10.4 115.0 130.0 9.5 A 88 90 895 A 09/21/05 N 203780 241585 1612.0 13.5 119.1 130.0 9.5 A 91 90 896 09/21/05 N 203875 241575 1616.0 9.1 116.3 130.0 9.5 A 89 90 896 A 09/21/05 N 203875 241575 1616.0 12.2 119.4 130.0 9.5 A 92 90 697 09/2 1/05 N 203940 241S75 1608.0 14.1 117.0 130.0 9.5 A 90 90 898 09/21/0-S N 203970 241935 1606.0 13.9 11T8 130.0 9.5 A 91 90 891) 09/21/05 N 203940 241985 1604.0 12.7 121.2 130,0 9.5 A 93 90 p 900 09/21/05 N 204045 241SS0 1612.0 11.4 119.3 130.0 9.5 A 92 90 1) 901 09/21/05 N 204010 242035 1610.0 10.0 119.0 130.0 9.5 A 92 90 1) 902 09/22/05 S 204035 241840 1617.0 13.6 120.1 130.0 9.5 A 92 90 1) 903 09/22/05 N 203935 241840 1618.0 12.1 120.4 130.0 9.5 A 91 90 1'- 904 09/22/05 N 203950 241740 1620.0 14.0 11S.5 130,0 9.5 A 91 ()0 I, 905 09/22/05 N 204080 241745 1622.0 14.2 117.2 130.0 9.5 A 90 90 11 906 09/22/05 N 204235 241935 1628.0 16.5 114.5 130.0 9-.5 A S8 90 906 A 09/22/05 N 204235 241935 1628.0 t 3A 118.2 130.0 9.5 A 91 90 P- 907 09/22/05 N 204220 242080 1620.0 15.5 113.1 130.0 9,5 A 87 90 907 A 09/22/05 N 204220 242080 1620.0 12.9 119.6 130.0 9.5 A 92 90 P See last pa-e ol'this table for explanations. ALBUS-KEET'E S, A.S7SOCIA TES, INC. Page A-T) Centex Homes TABLE A October 30, 2006 .i.N.: 1216.02 SUNUMARY OF FIELD DENSITY TEST RESULTS ' • xf* rz 1 ." Pes " r6s 'E t � � � 06 0t 'ftjf-7Reij. Pass/ Number- j -1 -�,sa Depth colitent (Density D'dris Al o is 1. Curve comp. comp. Fail L No. P,0) ,A. Jpd) Cy, Cy (11/1' Tract) -6 908 09/23/05 N 203955 242030 1607.0 12.4 1202 130.0 9.5 A 92 90 1) 909 09/23/05 1\1 203990 241865 1610.0 14.3 117.8 130.0 9.5 A 91 90 1) 910 09/23/05 N 204030 241775 1619.0 11.5 119.9 130.0 9.5 A 92 90 P 911 09/23/05 N1 204070 241825 1624.0 11.0 118.7 130.0 9.5 A 91 90 1) 912 09/23/05 N 204110 241920 1628.0 12.4 11S.5 130.0 9.5 A 91 1 90 1) 913 09/23/03 N 204090 242045 1626.0 10.3 120.1 130.0 9.5 A 92 90 1) 914 09/23/05 N 204165 242105 1628.0 13.5 119.5 130.0 9.5 A 92 90 1:1 915 09/23/05 -N 204215 242005 1625.0 12.9 11S.2 130.0 9.5 A 91 90 1) 916 09/23/05 N 204220 242820 1602,3 6.5 120,6 130.0 9.5 A 93 90 p 917 09/23/05 N1 203960 243080 1600.0 6.7 111.4 130.0 9.5 A 86 90 917 A 09/23/05 N 203960 243080 1600.0 12.5 121.8 130.0 9.5 A 94 90 p ols 09/23/05 N 204260 243100 1600,0 13.5 121.6 130.0 9.3 A 94 90 p 919 09/23/05 N 204340 242S70 1598.4 13.4 119.1 130.0 9.5 A 92 90 P 920 09/23/05 N 204280 242SSO 1606.4 S.3 123.6 130.0 9.5 A 95 90 1.) 921 09/23/03 N 204320 242920 1606.2 14.2 124.6 130.0 9.5 A 96 90 1) 922 09/23/05 N 204340 242990 1603.4 8-1 123.7 130.0 9.5 A 95 90 p 923 09/23/05 N1 204300 242690 1609.1 10.6 123.1 130.0 9.5 A 95 90 p 924 09/23/05 N 204500 242950 1606.3 10.0 127.0 130.0 9.5 A 98 90 p 925 09/23/05 N 204360 2430.60 1603.0 7.9 123A 130,0 9.5 A 95 90 P 926 09/23/05 N 204050 243010 1596.4 11.6 119.0 135.0 6.5 F 88 90 F 926 A 09/23/05 N 204050 243010 1596.4 14.6 125.0 135.0 6.5 F 93 90 p 927 09/23/05 N 204030 243100 1596.6 14.6 120.0 135.0 6.5 F 89 90 F 927 A 09/23105 1\1 204030 .243100 1596.6 8.5 124.3 135.0 6.5 F 92 90 13 928 10/03/05 N 204475 242980 1602.0 7.8 125.2 130.0 9.5 A 96 90 p 929 10/03/05 N 204160 242840 1600.0 7.1 122,6 130.0 9.5 A 94 90 p 930 t 0/04/ 5 N 204560 243150 1602.2 7.4 119.4 130.0 9.5 A 92 90 p 931 09/26/05 1 S 203675 241525 1600.0 13.6 117.1 130.0 9.5 A 90 90 1) See last pave of this table for explanations. A L B US-KEE-I,-E- & A SS 0 CIA TES, IJN'C. Pa,,e A-23 Centex Homes TABLE A October 30, 2006 J.N.: 1216.02 SUNIMARY OF Ff U,LD D ENS ITY'r.EST IlEsuurs mw I Pass/C ., `Opt 77-e-s i- ry hbcr Date j.N4374 hjij",;)-g (E 5-6jith'- "Co'yit-' -1, Curve-Ntfi" lisi �.All oi III, Comp. Comp. Fail It 0. yo) cy" -3/1") f X N z It 932 09/26/05 N 203675 241630 1601.0 12.1 118.5 130.0 9.5 A 91 90 1) 933 09/26/05 N 203670 241780 1602.0 11.9 118.4 130.0 9.5 A 91 90 p 934 09/26/05 N 203675 241930 1600.0 11.5 119.7 130.0 9.5 A 92 90 p 935 09/26/05 N 203715 241470 1603.0 12.8 117.5 130.0 9.5 A 90 90 p 936 09/26/05 N 203730 241625 1604.0 13.9 116.9 130.0 9.5 A 90 90 p 937 09/26/05 NN 203720 241770 1602.0 11.7 118.3 130.0 9.5 A 91 90 p 938 09/26/05 N 203720 241890 1602.0 10.0 119.0 130.0 9.5 14 92 90 p 939 09/27/05 S 203715 241530 1604.0 9.2 117.0 130.0 9.5 A 90 90 p 940 09/27/05 N 203640 241705 1606.0 11.7 119.4 130.0 9.5 A 92 90 1) 941 09/27/05 N 203710 241840 1605.0 12.7 116.0 130.0 9.5 A 89 90 1- 941 A 09/27/05 N 203710 241840 1605.0 12.0 119.5 130.0 9.5 A 92 90 11 F'G 942 09/27/05 N 203650 241970 1605.2 12.5 118.2 130.0 9.5 A 91 90 P 943 09/27/05 IN 203950 241815 1622.0 10.4 121.2 130.0 9.5 A 93 90--P- 944 09/27/05 N 204040 241810 1624.0 12.7 118.1 130.0 9.5 A 91 90 ID 945 09/27/05 N 204100 241825 1626.0 13.0 117.8 130.0 9.5 A 91 90 1) 946 09/28/05 N 204580 241560 1650.0 6.1 112.7 130.0 9.5 A 87 90 1- 946 A 09/28/05 N 204580 241560 1650.0 10.7 119.4 130.0 9.5 A 92 90 1) 947 09/28/05 N 204570 241495 1652.0 5.7 110.5 130.0 9.5 A 85 90 1" 947 A 09/28/05 N 204570 241495 1652.0 11.5 118.0 130.0 9.5 A 91 90 1) 948 09/28/05 N 203860 241755 1610.0 4.3 113.5 130.0 9.5 A 87 90 1- 948 A 09/28/05 N 203860 241755 1610.0 11.0 117.5 130,0 9.5 A 90 90 p 949 09/28/05 N 203855 241895 1607.0 7.2 116.0 130.0 9.5 A 89 90 F 949 A 09/28/05 N 203855 241895 1607.0 10.2 118.4 130.0 9.5 A 91 90 1) 950 09/28/05 N 204245 241575 1526.0 8.8 115.5 130,0 9.5 A 89 90 j-, 950 A 09/28/05 N 204243 241575 1526.0 12.4 120.3 130.0 9.5 A 93 90 p 951 09/28/05 N 204240 242030 1524.0 8.2 116.2 130.0 9.5 A 89 90 F 951 A 1 09/28/05 N 204240 242030 1524.0 11.7 121.4 1 130.0 9.5 1 A 93 90 1) See tZISL page of'this table for explanations. ALBUS-KEEP'E&- ASSOCIATES, INC Page A-24 m m m m1mmm mm = mmm m m m m m m Centex Homes TABLE A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS `fia hes pea iow- ' 'Molst. YfyAlax,-Dry ,Opt. Max. Rel. ss/ thig) DC13th Content Wmity Density Nloist- Cill-NC Co Number Date Type (Nortliiiig)� 111P. C() I 111) M (Tract) (Lot)' (ft.). NO (PC,) (PC') No No. ('y") (-Y..) 952 09/2S/05 N 204520 243140 1591.0 13.7 118.8 130,0 9.5 A 91 90 953 09/2S/05 N 204380 243150 1590-0 14.0 119.5 130.0 9.5 A 92 90 954 09/28/05 INI 204215 243165 15S&0 12.7 120.4 130.0 9.5 A 93 90 955 09/2S/05 N 204085 243140 1585.0 10.9 122.7 133.0 S.5 1:, 92 90 1 956 09/29/05 N 203560 241790 1602.0 6.2 1122 130.0 1 9.5 A- 86 90 1.- 956 A 09/29/05 N 203560 241790 1602.0 11.5 119.3 130.0 9.5 A 92 90 P 957 09/29/05 N 203550 241930 1600.0 5.7 111.5 130.0 9.5 a 87 90 957 A 09/29/05 N 203550 241930 1600.0 12.0 117.S 130.0 9.5 A 91 90 958 09/29/05 N 204545 243215 1594.0 11.6 120.4 130.0 9.5 A 93 90 1) 959 09/29/05 N 204420 243210 1592.0 10.7 121.3 130.0 9.5 A 93 90 1) 960 N 204290 243215 1590.0 10.2 120.7 130.0 9.5 A 93 90 1.) 961 09/29/05 N 204085 243205 1588.0 11.9 119.1 130.0 9.5 A 92 90 1) 962 09/29/05 N204235 241735 1630.0 10.7 1I7.8 130.0 9.5 A 91 90 P 963 09/29/05 N 204210 241890 1626.0 11.2 118.3 130.0 9.5 A 91 90 1) 964 09/29/05 N 204245 241995 1622.0 13.0 11TO 130.0 9.5 A 90 90 1.) 965 09/29/05 N 204220 242115 1620.0 12.7 119.5 130.0 9.5 A 92 90 1' 970 09/30/05 N 203550 241880 1602.0 13.8 114.3 127.0 1 L5 C 90 90 P 971 09/30/05 N 203545 241695 1604.0 12,7 115.1 127.0 11.5 C 91 go P 972 09/30/05 N 203560 241520 1602.0 15.9 112.2 127.0 11.5 C 88 90 1= 972 A 09/30/05 N 203560 241520 1602.0 14.2 114.7 127.0 11.5 C 90 90 P 973 09/30/05 S 203640 241905 1605.0 16.2 116.8 127,0 11.5 C 92 90 974 09/30/05 N 203640 241780 1606.0 15.5 115.9 127.0 11.5 C 91 90 1) 975 09/30/05 N 203635 241670 1607.0 14.2 117.1 127.0 11.5 C 92 90 1) 976 09/30/05 N 203645 241545 1605.0 15.0 116.3 127.0 11.5 C 92 90 P 977 10/03/05 N 203785 241990 1605.0 16.0 113.9 127.0 11.5 C 90 90 1' 978 10/03/05 N 203780 241875 1607.0 15.6 114.2 127.0 11.5 C 90 90 1�) 979 10/03/05 N 203785 241770 1610.0 13.3 116.5 127.0 1 11.5 C- 92 90 1) See last page of this table for explanations. A L B US-K Ef-FE S, ASSOCIATES, INC. Page A-25 Centex Homes TABLE, A October 30, 2006 J,N.: 1216.02 SUMMARY OF FIELD DENSITY'rESTRESULTS ff , �- l- Zest ;oca T16 A46i9t, DfI -OptJklam Re .. TJ ' Pas s /.' 'No er Alte , j conteftiA)6IisitV.: S ctrve Comp. Comp. FaiI l:r a 0 No. ('X)) C,/,0 (P/,,") No- 980 10/03/05 N 203785 241640 1613.0 14.0 115.4 127-0 11.5 C. 91 90 1) 981 10/03/05 N 203840 241915 1608.0 13.2 116.1 127.0 11.5 c 91 90 1) 982 10/03/05 N 203865 241805 1612.0 15.0 114.5 127.0 11.5 c 90 90 1) 983 10/03/05 N 203865 241665 1616.0 15.1 114.2 127.0 11.5 c 90 90 p 984 10/03/05 N 203435 241645 1618.0 13.4 1,16.7 127.0 11.5 c 92 90 1) 985 10/04/05 NI 204350 243150 1600.3 7.9 117.1 130.0 M A 90 90 1) 9S6 10/04/05 N 204030 243250 15S6.6 9.4 127.0 135.0 6.5 F 94 90 p 9S7 10/04/05 N 204010 243210 1577.2 6.7 126.9 135.0 6.5 17 94 90 1) 988 10105105 N 204060 243230 1579.8 10.1 1283 135.0 6.5 F 95 90 p 989 10/05/05 IN 204100 243250 1581.7 10.6 125.5 135.0 6.5 F 93 90 1) 990 10/05/05 N 204010 243240 1583.2 5.6 131.6 135.0 6.5 F 97 90 p 991 10/05/05 N 204600 243180 15S5.5 10.7 124.5 135.0 6,5 F 92 90 1) 992 10/06/05 N 204020 243240 1587.9 9.9 121.6 135.0 6.5 F 90 90 1) 993 10/06/05 N 203990 243180 1589.6 12.1 126.2 135.0 6.5 F 93 90 1) 994 10/06/05 N 204000 243130 1591.5 7.0 121.6 130.0 M A 94 90 1) 995 10/06/05 S 204010 243080 1593.7 10.5 118.6 130.0 M A 91 90 1) 996 10/07/05 N 204040 242980 1597,9 7.1 121,6 135.0 6.5 F 90 90 1) 997 10/07/05 N 204030 243020 1599.2 8.4 125.3 135,0 6,5 F 93 90 p 998 10/07/05 N 204310 242860 1592.4 TS 122.4 135.0 6.5 1- 91 90 1) 999 10/07/05 N 204090 243040 1594.1 11.4 121.8 130.0 9.5 A 94 90 1) 1000 10/07/05- N 204640 242920 1596.2 13.2 127.0 130.0 9.5 A 98 90 1) 1001 10/04/05 S 203755 241835 1612.0 13.6 115.4 127.0 11.5 c 91 90 p 1002 10/04/05 N 203760 241720 1617.0 14.5 114.9 127.0 11.5 c 90 90 1) 1003 10/04/05 N 203825 241570 1619.0 14,0 115 7 127.0 1 1.5 c 91 90 1) 1004 10/04/05 N 203930 241575 1621.0 12,3 118.0 127.0 11.5 c 93 go 1, 1005 10/04/05 N 203490 241950 1603.0 11.9 117.5 127.0 11.5 c 93 go 1, 1006 10/04/05 N 203490 241845 1605.0 13.9 115,3 127.0 11.5 C 91 90 1, See ILISL page of this table for explanations. A L B US-ICL-EFE (- ASSOCLA TES, INC. Page A-26 Z� CC11LCX 1-10111CS rABLE A October 30, 2006 J,N.: 1216.02 SUNIMARV OF FIELD DENSITY TESTRIKSULTS , ff � --- � - - �Test Test l6iS N Dr 1a - ' 10- Red: Pass/Nuniber.�"".; Ate vj)CTII(N ,,c6lii6lit i!Density Wist - Curve icomp. Comp. Fail �00 P No. cy") CV,) (117) 1007 10/04/05 N 2034S5 241720 1606.0 14.6 114.5 127.0 11.5 c 90 90 11 1008 10/04/05 N 203485 241540 1604.0 12.7 116.1 127.0 11.5 c 91 90 1) 1009 10/05/05 NT 203470 242075 1598.0 11.1 117.7 130.0 9.5 A 91 90 1) 1010 10/05/05 N 203550 242075 1602.0 12.0 116.8 130.0 9.5 A 90 90 1) 1011 10/05/05 N 203700 2420SO 1599.0 13.1 117.3 130.0 9.5 A 90 90 1) 1012 10105105 N 203795 242095 1603.0 12.4 118.0 130.0 9.5 A 91 90 p 1050 10/10/05 N 204220 24264E 1581.0 9.6 122.1 130.0 9.5 A 94 90 P 1051 10/04/05 N 204490 243250 1530.4 13.4 126.4 1110.0 9.5 A 97 90 P 1052 10/04/05 N 204450 243160 1582.6 12.6 127.2 130.0 9.5 A 98 90 1) 1053 10/04/05 N 204430 243260 1583.7 11.9 122.3 130.0 9.5 A 94 90 P 1054 10/04/05 N 204540 243110 1585.4 13.2 123.9 130.0 9.5 A 95 - 90 13 1055 10/04/05 N 204400 243270 1587.6 13.5 124.2 130.0 9.5 A 96 90 P 1056 10/04/05 S 204490 243200 1585.4 13.4 127.0 130.0 9.5 A 9S 90 1) .1057 10104105 N 204540 243260 1589.3 12.2 126.2 130.0 9.5 A 97 90 1) 1058 10/04/05 N 204360 243250 1584.6 11.9 124.9 130.0 9.5 A 96 90 P 1059 10/04/05 N 204370 243250 1587,6 13.7 127.3 130.0 9.5 A 9S 90 1.) 1060 10/04/05 N 204520 243140 1592.2 6.3 128.2 135.0 6.5 F 95 90 1) 1061 10/04/05 N 204460 243160 1593.4 6.4 117.4 130.0 9.5 A 90 90 1) 1062 10/04/05 NT 204330 243250 1589.7 9.6 130.5 135.0 6,5 F 97 90 1) 1063 10/04/05 N 204020 243201 1586.2 4.0 9" 128.3 135.0 6,5 F 93 90 P1064 10/04/05 N 204060 243280 1595.6 125.9 135.0 6.5 F 93 90 1) 1065 10/04/05 N 204240 243270 1595.2 9.6 124.3 135.0 6,5 F 92 90 1) 1066 10/04/05 S 204310 243260 1597.3 9.4 123.9 130.0 9.5 A 95 90 p 1067 10/04/05 N 204340 243201 1597.6 10,3 122.7 130.0 9.5 A 94 90 1) 4068 10/04/05 N 204300 243130 1600.0 8,7 123.4 130.0 9.5 A 95 90 P 1069 10/04/05 N 204460 243230 1599.1 8,9 120.2 130.0 9.5 A 92 90 1070 10/04/05 N 204640 243250 1582.4 7.4 128.3 130.0 9.5 A 99 90 1) See last page of this table for explanations. ALBUS-KEEFE S, AVSOCIATE"S, INC. Paue A-27 Centex Homes TABLE A October 30., 2006 JX: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS ''Moist." ' D'. opt. Nlax. Ile]. Req. Pass/ 1'est test' r-y Number Date type (Northing) (Easi n." Depth Content Density Density M o i s t. Curve Comp. Comp. bail (Tract.) (Lot) (ft.) Cy") ".(Pet) (pet) Cy(0 No. (,V.) C,,) (1'/I,) 1071 10/04/05 N 204500 243240 15S5.3 6.9 1217.2 130.0 9.5 A 98 90 P 1072 10/04105 N 204400 243250 1582.6 6.4 123A 130.0 9.5 A 95 90 1) 1073 10/17/05 N 204240 243250 1585.3 7,2 124.2 135.0 6.5 1:, 9-) 90 P 1074 10/17/05 N 204290 243230 1590.3 T4 117.5 130,0 9.5 A 90 90 1) 1075 10/17/05 N1 204200 243240 1592.4 6,9 12 1.3 130.0 9.5 A 93 90 j) 1076 10/17/05 S 204560 243240 1592.3 10,0 126.6 130.0 9.5 A 97 90 1) 1077 10/17/05 N 204460 243235 1600.1 8.2 124.6 130,0 9.5 A 96 90 1.) 1078 10/17/05 N 204700 243180 1600.4 7.7 119.4 -1,)0.0 9.5 A 92 90 1) 1079 10/17/05 N 204260 243180 1602.2 11.7 127.3 130.0 9.5 A 98 90 1) 1080 10/17/05 N 204700 243210 1602.6 12.1 126.3 130.0 9.5 A 97 90 P 1081 10/17/05 N 204650 243150 1604.3 12A 116.9 130.0 9.5 A 90 90 1) 1082 10/17/05 N 204590 243220 1603.9 9.9 127.2 130.0 9.5 A 98 90 1) 1083 10/17/05 N 204630 243020 1606A 9.4 125.9 130.0 9.5 A 97 90 P 1084 10/17/05 N 204690 243080 1606.3 6.2 116.4 130.0 9.5 A 90 90 1) 1085 10/17/05 N 204580 243010 1608.2 7A 117.3 130,0 9.5 A 90 90 1) 1086 10/17/05 N 204010 242060 1601.2 12.9 112.9 130.0 9.5 A- 87 90 p 1086 A 10/17/05 S 204010 242060 1601.2 12.6 116.4 130.0 9,5 A 90 90 1) 1097 10/18/05 N 204010 243040 .1602.2) 12.3 113.4 130.0 9.5 A 87 90 1087 A 10/18/05 N 204010 243040 1602.3 11.9 117.9 130.0 9.5 A 91 90 P 1088 10/18/05 N 204540 243100 1602.4 12.3 117.9 130.0 9.5 A 91 90 p 1089 10118105 N 204590 242690 1602.3 7.7 125.0 130.0 9.5 A 96 90 P 1 1090 10/18/05 N, 204590 242570 1604.4 10.1 126.7 130.0 9.5 A 97 90 p 1091 10/18/05 N 204650 242550 1606.3 11.7 114.6 130.0 9.5 A 88 90 F 1091 A 10/18/05 N 204650 242550 1606.3 11.3 118.9 130.0 9.5 A 91 go P1092 10/19/05 N 204440 242490 1602.0 11.6 127.6 130.0 9.5 A 98 90 P 1093 10/19/05 N 204420 242740 1 1603.0 8.8 128.1 130.0 9.5 A 99 90 P 1094 10/19/05 N 204410 242920 1 1602.0 10.2 127.1 130.0 9.5 A 98 90 P See last page of this table for explanations. ALBUS-KEEFE&ASSOCIATES, 11VC Paue A-28 Centex Homes TABLE A October 30, 2006 ,I,N.: 1216.02 SUMMARY OF FIELD DENSITY'PEST RESULTS tW �,N Xx ass `5 �"qqa. Ion,Ti .41:Mtl - L "ARN r OD "-(J"'astificy) fir-Aftefit.wj)�hsiff.' �ilo Niiii ate tk . - I I,D6isl ::!�'j is 'Curve Comp. Codip. Fail q NO.4 ur A-%- - - "' ; -t/k 1095 10/19/05 N 204450 242680 1602.0 8.9 126.0 130.0 9.5 A 97 90 1 1096 10/19/05 N 204610 242730 1602.0 9.3 128.0 130.0 9.5 A 98 90 p 1097 10/19/05 N 204510 242760 1604.0 9.4 126.2 130.0 9.5 A 97 90 1) 1098 10/19/03 N 204610 242830 1604.0 10,3 125.8 130.0 9.5 A 97 90 1) 1099 10/19/05 1\' 204490 242840 1606.0 8.9 119.3 130.0 9.5 A 92 90 p 1100 10119105 N 204500 242660 1606.0 9.3 120.2 130.0 1 9.5 A 92 90 1132 10/14/05 N 204695 243010 1595.0 11.1 112.5 130.0 9.5 A 87 90 1132 A 10/14/05 N 204695 243010 1595.0 12.7 118.5 130.0 9.5 A 91 90 p 1133 10/14/05 N 204670 243180 1598.0 12.7 113.2 130,0 9.5 A 87 90 1= - 1133 A 10/14/05 N 204670 243180 1598.0 8.0 13.0 119.1 130.0 9.5 A 92 90 1) 1134 t 0/14/05 N 1 204625 243055 1597.0 10.4 114.3 130.0 9.5 A 88 90 1- 1134 A 10/14/05 N 204625 243055 1597.0 10.0 116.5 130.0 9.5 A 90 90 p 1135 10/14/05 1\1 204625 242935 1598.0 10.5 117.2 130.0 9.5 A 90 90 1) 1136 10/14/05 N 204700 243005 1600.0 11.4 118.3 130.0 9.5 A 91 90 1) 1137 10/14/05 N 204695 243 125 1602.0 10.9 117.5 130.0 9.5 A 90 90 p 1154 10/19/05 S 203480 241690 1604.0 11.1 117,4 130.0 9.5 A 90 90 p 1155 10/19/05 N, 203470 241485 1600.0 10.1 118.9 130.0 9.5 A 91 90 p 1156 10/19/05 N 203565 241640 1606.0 10.5 I1S.2 130.0 9.5 A 91 90 p 1157 10/19/05 N 203580 241475 1602.0 12.4. 117.1 130.0 9.5 A 90 90 p 1166 10/2 0/0 S N 204470 242770 1608.0 8.9 118.6 130.0 .9.5 A 91 90 1) 1167 10/20/0S N 204580 2426SO 1608.0 14.0 I18.4 130.0 9.5 A 91 90 1) 1168 10/20/05 N 204614 242860 1608.0 9.6 119.2 130.0 9.5 A 92 90 1) 1169 10/20/05 N 204480 242880 1608.0 9.4 120.3 130.0 9.5 A 93 90 P 1170 10/20/05 S 204590 242775 1607.0 9.7 122.0 130.0 9.5 A 94 90 13 1171 10/20/05 N 2045.50 242880 1608.0 14.0 119.2 130.0 9.5 A 92 90 J) 1172 10/20/0-5 INI 204550 242630 1607.0 6.4 1 119.1 130.0 9.5 A 92 90 1) 1172 A 10/20/05 1 N 204550 242630 1607.0 9.8 120.3 1 130.0 9.5 A 93 90 p See last page of this table for ex 1)lanat lolls. ,4 L B US-KEE FE & /I SS 0 C11 I TLES, IJVC PaL,e A-29 mmmmmm Centex Homes TABLE A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS , ' , r 4.k !An NV t� ryE -Nla , -fiss I C S'tlllg), . 0 ol., I zi �, . ". (N 4 De -,ii eve -Colvp. aii Number- Date mi lisitv C ET4 It PC Vy'.) 0"A") ( ( . Ps Wo. I-'G 1173 10/20/05 N 204360 243040 1607.2 8.1 121.7 130.0 9.5 A 94 90 11 17G 1174 10/20/05 N 204370 243005 1608.2 8.3 128.6 130.0 9.5 A 99 90 1) FG 1175 10/20/05 N 204350 242960 1608.9 9.1 121.8 130.0 9.5 A 94 90 1) FG 1176 10/20/05 N 204360 242900 1609.6 9.3 124.9 130.0 9.5 A 96 90 1) FG 1177 10/20/05 N 204350 242860 1610.3 8.3 123.7 130.0 9.5 A 95 90 1) 1178 10/21/05 N 204350 242810 1611.0 8.3 121.6 130.0 9.5 A 94 90 P 1179 10/21/05 S 204570 242820 1610.0 10.0 120.0 130.0 9.5 A 92 90 1) 1180 10/21/05 N 204240 242805 1607.0 10.5 129.4 130.0 9.5 A 100 90 1) FG 1181 10/21/05 N 204220 242860 1606.6 11.0 128.3 130.0 9.5 A 99 90 P FG 1182 10121105 N 204230 242900 1606.2 6.9 128.4 130.0 9.5 A 99 90 1) FG 1183 10/21/05 Nl 204230 242960 1605.8 9.4 123.9 130.0 9,5 A 95 90 P FG 1184 10/21/05 NI 204245 243000 1605.4 9.0 126.0 130.0 9.5 A 97 90 P FG 1 185 10/21/05 N 2042.30 243060 1605.0 7.6 125.7 130.0 9.5 A 97 90 1, 1186 10/21/05 N 204610 242920 1604.0 8.4 123.2 130.0 9.5 A 95 90 P 1187 10/21/05 N 204630 242990 1606.0 9.6 121,2 130.0 9.5 A 93 90 P 1188 10/21/05 N 204620 243060 1608.0 4.1 114.5 130.0 9.5 A 88 90 F 1188 A 10/21/05 N 204620 243060 1608,0 9.7 122A 130.0 9.5 A 94 90 P 11S9 10/21/05 S 204610 242960 1610.0 13.4 118.0 130.0 9.5 A 91 90 P 1190 10/21/05 N 204560 242520 1608.0 12.1 119.2 130.0 9.5 A 92 90 P 1191 10/21/05 N 204500 242510 1612.0 11.2 120.21 130.0 9.5 A 92 90 P 1192 10/21/05 N 204630 242470 1613.0 10.6 118.7 130.0 9.5 A 91 90 P 1193 10/21/05 N, 204610 242470 1615.0 10.2 115.4 130.0 9.5 A 89 90 F 1193 A 10/21/05 N 204610 242470 1615,0 9.9 121.6 130.0 9.5 A 94 1)0 1) 1194 10/21/05 NI 204550 242460 1615.0 11.4 124.3 130.0 9.5 A 96 90 P 1195 10/21/05 N 204310 242640 1604.0 11.1 117.9 130,0 9.5 A 91 90 P 1196 10/21/05 N, 204240 242620 1600.0 12.2 118.6 130.0 9.5 A 91 90 P 1197 10/21/05 1 NT 1 204240 242690 1602.0 11.3 118.9 130.0 9.5 A 91 go P See last page of this table for explanations. ALBUS-ICEEFE & ASSOCIATES, INC. Page A-30 Centex Homes TABLE, A October 30, 2006 .J.N.-. 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS " - e , 1. w JF Rl �ocat pl x ReL �rFL - N11m pr-. Dak� A,pejj 61thlug) JEwstinfi 'Depth ( it 1sit Moist. Curve Comp. Comp. Fail --No. ('YO) Ivo) (P/*I;,) n"!f i"it-ct ho).A 1198 10/21/05 N 204330 242620 1606.0 9.7 120.3 130.0 9.5 A 93 90 1) 1199 10/21/05 N 204300 242630 1608.0 14.3 119.8 130.0 9.5 A 92 90 1) 1204 10/20/05 N 203520 241505 1603.0 11.0 117.1 130.0 9.5 A 90 90 P 1205 10/20/05 N 203510 241645 1606.0 11.5 118.2 130.0 9.5 A 91 90 P 1206 10/20/05 'N 203515 241795 1607.0 11.2 117.5 130.0 9.5 A 90 90 j) 1207 10/20/05 N 203510 241935 1605.0 12.1 119.4 130.0 9.5 A 92 90 P 1219 10/24/05 N 204265 242750 1592.0 10.1 117.9 130.0 9.5 A 91 90 P 1220 10/24/05 N 204260 242645 1596.0 10.7 118.5 130.0 9.5 A 91 90 1) 1221 10/24/05 N 204250 242500 1606.0 11.4 119.2 130.0 9.5 A 92 90 1222 10/24/05 N 204360 242750 1608.0 10.0 117.6 130.0 9.5 A 90 90 P 1223 10/24/05 N 204365 242660 1610.0 10.9 118.0 130.0 9.5 A 91 90 p 1224 10/24/05 N 204370 242545 1612.0 12.4 120.1 130.0 9.5 A 92 90 p 1225 10/24/05 N 204315 242580 1614.0 12.0 119.7 130.0 9.5 A 92 90 j) 1226 10/24/05 N 204330 242455 1616.0 11.8 119.0 130.0 9.5 A 92 90 p 123-5 10/26/05 N 203480 241360 1598.6 9.7 118.2 130.0 9.5 A 91 1 90 j) t 23 G" 10/26/05 N 203530 241360 1600.0 8.9 127.9 130.0 9.5 A 98 90 P 1237 10/26/05 N 203600 241360 1602.3 10.4 120.0 130.0 9.5 A 92 90 1.) 1238 10/26/05 N 203660 241360 1604.7 9A 120.7 130.0 9,5 A 93 90 P 12339 10/26/05 N 203730 241350 1607.1 8.3 122.2 130.0 1 9.5 A 94 90 P 1240 10/26/05 N 203760 241340 1609.4 10.2 125.3 130.0 9.5 A 96 90 11 1241 10/26/05 N 203830 241350)50 1611.8 8.8 .119.1 130.0 9.5 A 92 90 p 1242 10/26/05 N 203890 241350 1614.1 7.5 125.4 130.0 9.5 A 96 90 1, 1243 10/26/05 N 203930 241360 1616.5 7.0 123.6 130.0 9.5 A 95 90 P 1244 10/26/05 N 203980 241370 1618.8 9.5 128.4 130.0 9.5 A 99 90 P 1245 10/26/05 1N 204033 241340 1621.2 8.2 117.9 130.0 9.5 A 91 90 P FG 1246 10/26/05 NT 204095 241350 1623.5 7.2 123.7 130.0 9.5 A 90 P 1247 10/26/05 N 204130 241340 1625,9 9.4 125.9 130.0 9.5 A 97 90 P See last page of this table fbi-explanations. ALBUS-KEEFE&- ASSOCIATES,INC. Page A-31 mmm mmmmm mmm Centex Homes TABLE A October 30, 2006 J.N.: 1216,02 SUMMARY OF FIELD DENSITY TEST RESULTS V-r ' est2 h % akr zeW. Comp. Comp. Fail Number Dgie T J.'()FtWh9 t 1i G' Ateiii 'No; (1y") (P/F) I. L.AKY 1248 10/26/05 N 204220 241360 1628.2 8.5 125.2 130.0 9.5 A 96 90 P 1249 10/26/05 N 204270 241340' 1630.8 8.9 120.2 1330.0 9.5 A 92 90 p 1250 10/26/05 N 204320 241340 1634.5 9.3 122.1 130.0 9.5 A 94 90 P 1251 10/26/05 N 204400 241360)60 1640.0 9.1 121.4 130.0 9.5 A 93 90 1) 1252 10/26/05 N 204460 241360 1644.5 10.1 122.0 130.0 M A 94 90 p 1253 10/26/05 N 204510 241320 1649.0 7.1 1.19,2 130.0 9.5 A 92 90 p 1254 10/26/05 N 204560 241340 1650.4 9.1 1243 130.0 9.5 A 96 90 p 1255 10/26/05 N 204620 241380 1652.0 7.5 125.9 130,0 9.5 A 97 90 p 1256 10126105 N 204660 241360 1653.0 7.6 124.4 130.0 9.5 A 96 90 p 1257 t0/26/05 N 204660 241480 1653.3 7.8 126.9 130.0 9.5 A 98 90 1) 1258 10/26/05 N 204660 241540 1656.0 7.7 123.5 130.0 9.5 A 95 90 1) 1259 10/26/05 N 204690 241600 1659.0 6.2 123.5 130.0 9.5 A 95 90 p 1260 10/26/05 N 204680 241650 1661.5 6.0 127.6 130.0 9.D A 98 90 p 1261 10/26/05 N 204650 241760 1661.6 6.4 124,6 130.0 9.5 A 96 90 p 1262 10/26/05 N 204680 241740 1661,0 7.7 118.4 130.0 9.5 A 91 90 1) 1263 10/26/05 N 204480 241830 1655.9 9.1 122.2 130.0 9.5 A 94 90 p 1264 10/26/05 N 204480 241770 1659.5 7.1 127.8 130.0 9.5 A 98 90 p 1265 10/26/05 N 204470 241730 1661.4 8.2 125.5 130.0 9,5 A 97 90 1-1 1266 10/26/05 N 204490 241680 1661.2 8.1 128.0 130.0 9.5 A 98 90 1) 1267 10/26/05 N 204520 241620 1660.2 12.5 118.4 130.0 9.5 A 91 90 p 1268 10/26/05 N 204470 241560 1657.4 7.3 125.3 130.0 9.5 A 96 90 1) 1269 10/26/05 N' 204490 241500 1654.2 9.6 125.7 130.0 9.5 A 97 90 1) FG 1270 10/26/05 N 204200 241500 1627.3 7.1 128.9 130,0 9.5 A 99 90 1.) 1271 10/26/05 N 204140 241500 16255.6 7.0 128.6 130.0 9.5 A 99 90 p 1272 10/26/05 N 204160 241500 1623.3 7.1 127,2 130.0 9.5 A 98 90 P 1273 10/26/05 N 204040 241500 1620.9 6.7 122.6 130.0 9.5 A 94 90 P 1274 10/26/05 N 204000 241510 1618.6 7.3 127.2 130.0 9.5 A 98 90 P See last page of this table for explanations. AL 8 US-KEEFE& ASSOCIA TES, LA[C. l'a-e A-32 Centex Homes TABLE October 30, 2006 .I.N.: 1216.02 SUMMARY Of FIELD DENSITY TEST RESULT'S 0 ts '?z--z irw ��ka ion ry SS S Elev) M�ISC: 'tury Comp."C 'mo. Moist.: c 0 -'Im t p c (N h i n Fail -N' 'A; 1275 10/26/05 N 203920 241510 16t6.2 10.4 120.2 130.0 9.5 A 92 90 11 1276 10/26/05 N 203860 241510 1613.9 9.3 125.4 130.0 9.5 A 96 90 P 1277 10/26/05 N 203820 241510 1611.5 6.3 128,6 130.0 -9.5 A 99 90 P 1278 10126105 N 203770 241510 1609.2 8.5 125.7 130.0 9.5 A 97 90 p FG 1279 10/28/05 N 203680 241480 1604.1 8.4 125.6 130.0 9.5 A 97 90 1) FG 1280 10/28/0-5 N 203680 241540 1605.1 7.9 124.3 130.0 9.5 A 96 90 p FG 1281 10/28/05 N 203670 241580 1606.1 8.6 126.1 130.0 9.5 A 97 90 P FG 1282 10/28/.05 N- 203660 241640 1607.1 8.3 127.4 130.0 9.5 A 98 90 P FG 1283 10/28/05 N 203660 241690 1608.6 8.2 125A 130.0 9.5 A 96 90 P FG 1284 10/28/05 N 204330 241490 1631,6 6.5 122.1 130.0 9.5 A 94 90 P FG 1285 10/28/05 N 204330 241540 1632.4 7.3 128.5 130.0 9.5 A 99 90 P FG 1286 10/28/05 IN 204330 241600 163')A 8.2 117.2 130.0 9.5 A 90 90 1) FG 1287 10/28/05 N 204330 241650 1634.4 8.8 127.9 130.0 9.5 A 98 90 1-) FG 1288 10/28/05 N 204330 241700 1635.4 8.5 121.9 130.0 9.5 A 94 90 1) FG 1289 10/28/05 N 204330 241760 1636.4 8.7 126.3 130.0 9,5 A 97 90 1) FG 1290 10/28/05 N 204330 241810 1637.4 6.5 125,7 130.0 9.5 A 97 90 1' FG 1291 10/29/05 N 204330 241870 1638.2 7.0 123.6 130.0 9.5 A 95 90 P FG 1292 10/28/05 N, 204180 241590 1633.3 5.2 125.5 130.0 9.5 A 97 90 p FG 1293 10/28/05 N 204180 241640 1634.1 9.1 127.8 130.0 9.5 A 98 90 1) FG t 294 10/28/05 N 204110 241620 1629.5 5.1 128.9 130.0 9.5 A 99 90 P FG 1295 10/28/05 N 204060 241600 1627.2 TO 129.0 130-0 9.5 A 99 90 P I-G 1296 10/28/05 N 204010 241600 1624.9 6.9 128.7 130.0 9.5 A 99 90 1.) FG 1297 10/28/05 N 203935 241600 1622.9 8.9 128.8 130.0 9.5 A 99 90 1) FG 1298 10/28/05 N 203870 241630 1621.4 8.3 128.7 130.0 9.5 A 99 90 1) FG 1299 10/28/05 IN 203840 241650 1620.2 6.6 125.8 130.0 9.5 A 97 90 1) 1300 10/29/05 N 204560 242480 1612.0 11.1 119.9 130.0 9.5 A 92 90 P 1301 10/25/05 S 204685 242560 1613.0 9.8 119.8 t 30.0+ 9.5 A 92 90 P See last page of this table For explanations. ALB US-KEEFE, &- A SS 0 CIA TCS, IIN'C. Paste A-33 Centex Homes TABLE A October 30, 2006 .I.N,: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS 4�3 Test 'esV s Qc tion S I , r� x :eq: ass-ail E --tmt�clit c' 0ew k ldiit. Ctirve Comp. Comp. V A;h,s t I h No Pc' . Cy") CY0 (1 /1") 1302 10/25/05 S 204610 242555 1611.0 123 120.6 130.0 9.5 A 93 90 11 1303 10/25/05 N 204500 242550 1609.0 13.8 116.1 130.0 9.5 A S9 90 17 1303 A 10/25/05 N 204500 242550 1609,0 11.6 120.4 130.0 9.5 A 93 90 p 1304 10/25/05 N 204515 242470 1615.0 12.4 115.2 130.0 9.5 A 89 90 F 1304 A 10/25/05 N11 204515 242470 1615.0 12.7 119.3 130.0 9.5 A 92 90 p 1305 10125105 N 204300 242710 1606.0 13.5 117.9 130.0 9.5 A 91 90 P 1306 10/25/05 N 204330 242620 1610.0 11.0 121.2 130.0 9.5 A 93 90 p 1307 10/25/05 N 204300 242520 1612.0 12.8 118.9 130.0 9.5 A 91 90 p 1308 10/25/05 N 204090 242470 1601.0 12.5 120.4 133,0 8.5 E 91 90 p 1309 10/25/05 N 204095 242625 1596.0 11.4 122,1 133.0 8.5 E 92 90 p 1310 10#125/05 N 204085 242775 1602.0 10.0 121,7 133.0 8.5 E 92 90 p 1311 10/25/05 N 204100 242895 1600.0 11.7 123.2 133.0 8.5 E 93 90 p 1312 10/25/05 N 204030 242450 1603.0 9.5 120.9 133.0 8.5 E 91 90 1) 1313 10/25/05 N 204025 242605 1600.0 9.3 121.1 133.0 8.5 E 91 90 p 1314 10/25/05 N .204030 242725 1605.0 10.4 124.3 133.0 8.5 E 93 90 p 1315 10/25/05 N 204025 242865 1602.0 12.4 122.8 133.0 8.5 E 92 90 1 1316 10/25/05 N 204055 242520 1604.0 10.2 122.0 1 133,0 8.5 E 92 90 1 1317 10/26/05 N 204060 242435 1606.0 6.6 114.2 133.0 8.5 E 86 90 1- 1317 A 10/26/05 S 204060 242435 1606.0 13.6 121.0 133.0 8.5 E 91 90 p 1319 10/26/05 N 204080 242560 1604.0 8.1 115.8 133.0 S.5 E 87 90 F 1318 A 10/26/05 S 204680 242560 1604,0 12.3 119.2 133.0 8.5 E 90 90 p 1319 10/26/05 N 204070 242695 1602.0 10.7 120.4 133.0 8.5 E 91 90 1) 1320 10/26/05 N 204085 242845 1602.0 11.5 119.9 133.0 8.5 E 90 90 p 1321 10/26/05 N 204010 242510 1605.0 12.0 123.1 133.0 8.5 E 93 90 1) 1322 10/26/05 N 204010 242690 1605.0 11.8 122.7 133.0 8.5 E 92 90 p 1323 10/26/05 N 204005 242905 1603.0 10.0 120.1 133.0 8.5 E 90 90 p 1324 10/26/05 N 204205 242460 1606.0 1 13.1 116.9 130.0 9.5 A 90 90 PSee last page of this table for explanations. ALBUS-KEEFE& ASSOCIATES, PVC Pape A-34 Centex Homes '['ABLE A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DENSITY TESL'RESULTS W " � !, Paa 0!1, P0AfaDry E eq: D ; , 'Date V Ptht� 4c0ht ft 1)eIISit ?Wjovst CIII Ne comp. conip. Fail ` act) Ct No.- (,Y,,) (P/F) 1323 10/26/05 N 204205 242560 1605.0 12.5 117.2 130.0 9.5 A 90 90 P 1326 10/26/05 N 204205 242660 1604.0 10.4 119.1 130.0 9.5 A 92 go 1) 1327 10!26/05 N 204210 242760 1606,0 11.9 118.7 130.0 9.5 A 91 90 P 1328 10126105 N 204290 242465 1616.0 12.1 118.0 130.0 9,5 A 91 90 P 1329 10/26/05 N 204280 242605 1614.0 13.3 117.5 130.0 9.5 A 90 90 P 1330 10/26/05 N 204285 242720 1610.0 10.2 120.1 130.0 9.5 A 92 90 P 1331 10/26/05 N 204485 242500 1615.0 11.8 118.3 130.0 9.5 A 91 90 P 1332 10/26/05 N 2204610 242515 1616.0 12.5 117.7 130.0 9.5 A 91 90 p 1333 10/27/05 S 204680 242620 1602.0 13.6 1 121.4 130.0 9.5 A 93 90 P 1334 10/27/05 N 204685 242685 160.13.0 12.3 119.2 1 130.0 9.5 A 92 90 P 1335 10/27/05 N 204685 242855 1605.0 11.2 118.3 130.0 9.5 A 91 90 P 1336 10/27/05 N 204685 243010 1607.0 11.6 118.7 130.0 9.5 A 91 90 P 1337 10/27/05 1\1 204425 243030 1600.0 149 117.5 130.0 9,5 A 90 90 P 1338 -10/27/05 N 204420 242870 1602.0 10.1 120.4 130.0 9.5 A 93 90 1.) 1339 10/27/05 N 204425 242695 1604.0 11,0 121.1 130.0 9.5 A 93 90 13 1340 10/27/05 N 204430 242520 1608.0 10.4 120,5 130.0 9.5 A 93 90 1 P 1341 10/27/05 N 204510 242590 1.610.0 12.7 122.0 130.0 9.5 A 94 90 p 1342 10/27/05 S 204140 242970 1600.0 9.8 121,4 133.0 8,5 E 91 90 P 1343 10/27/05 N 204135 242810 1602.0 10.4 120,7 133.0 8.5 1= 91 90 P 1344 10/27/05 N 204135 242675 1604.0 11.5 121.8 133.0 8.5 1 92 90 P FG 1351 10/28/05 N 204490 241970 1644.5 10.5 118.8 130.0 9.5 A 91 90 P FG 1352 10/28/05 N 204490 242040 1641.3 3.7 121.2 130,0 9.5 A 93 90 P FG 1353 10/28/05 N 204470 243060 1636.4 6,8 127.8 130.0 9.5 A 98 90 P F-Ci 1354 10/28/05 N 204340 241990 1636.2 10.2 119.1 130.0 9.5 A 92 90 1) 1:'G 1355 10/28/05 N 204340 242060 1632.6 7,3 127.1 '' 0 9.5 A 98 90 P FG 1356 10/28/05 N 204350 242320 1628.4 5.6 124.4 .3NO 9.5 A 96 90 P 0 FG 1357 10/28/05 N 204460 1# M 242170 1630.7 6.5 1 120.8 130.0 9.5 A 93 See last page of this table for explanations. A L B US-KEE],"E& ASSO CIA TES,, INC. Page .A-15 Centex Homes TABLE A October 30. 2006 J.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS 'IS,S !Dh'- Lies:, Hoist. A Number �,(1`1qrthui tit'"' ;Depth, C ff,bfifen 'DeIism 1)1c,usl ..cUrve 'Cullip. comp. Fail It % Tdic eqlx-,,� N-1. -P.. - (. ).- - Cv, (.!P/I, s. s, I-'(j` 1358 10/28/05 N 204640 541810 1657.9 7.4 123,6 130.0 9.5 A 95 90 P 1,-'G 1359 10/28/05 N 204650 241880 1652.2 6.2 127.6 130.0 9.5 A 98 90 P FG 1360 10/28/05 N 204660 241940 1648.6 6.9 123.5 130.0 -9.5 A 95 90 FG 1361 10/28/05 N 204660 242000 1644.8 8.1 125.2 130.0 9.5 A 96 90 FG 1362 10/28/05 N 203780 241960 1609.5 8.9 128.9 130.0 9.5 A 99 90 FG 1363 10/28/05 N 203780 241900 1612.3 8.8 120.6 130.0 9.5 A 93 90 P FG 1364 10/28/05 N 203790 241840 1614.8 10.3 119.7 130.0 9.5 A 92 90 FG 1365 10/28/05 N 2037 9-0 241770 1617.2 10.0 125.7 130.0 9.5 A 97 90 FG 1366 10/28/05 N 203800 241720 1619.2 10.0 128.1 130.0 9.5 A 99 90 FG 1367 10/28/05 N 203980 242010 1609.2 6.5 122.1 130.0 9.5 A 94 90 FG 1368 10/28/05 N 203980 241950 1610.9 7.3 128.5 130.0 9.5 A 99 90 FG 1369 10/28/05 N 203990 241880 1613.4 8.2 117.2 130.0 9.5 % go 90 1-) FG 1370 t 0128105 N 2133960 241800 1623.8 8.8 129.7 130.0 9,5 A 100 90 P FG 1371 10/28/05 N 204030 241790 1626.4 8.5 121.9 130.0 9.5 A 94 90 P FG 1372 10/28/05 N 204075 241800 1628.8 8.7 126.3 130.0 9.5 A 97 90 1-1 FG 1373 1 t/0 1105 N 204590 242900 1612.2 5.5 117.9 130.0 9.5 A 91 90 P FG .374 11101105 N 204590 242950 1617.4 7.0 127.8 130.0 9.5 A 98 90 P FG 1375 11/01/05 N 204590 242990 1610.7 3.6 125.4 130.0 9.5 A 96 90 13 FG 1376 11101105 N 204590 243040 1610.6 7.7 128.0 130.0 9.5 A 98 90 FG 1377 11101105 N 204520 243050 1607.5 4.3 113.4 130.0 9.5 A 91 90 FG 1378 1 1/0 1105 IN.1 204530 243000 1608.1 5.3 122.3 130.0 9,5 A 94 90 P 1--G 1379 11101105 IN 204520 242940 1608.9 6.5 120.7 130.0 9.5 A 93 90 1) FG 1380 11/01/05 N 204520 242890 1609.6 5.9 124.8 130.0 9.5 A 96 90 1) FG 1381 11/01/05 IN 204520 242950 1610.3 6.5 126.3 130.0 9.5 A 97 90 FG 1382 11101105 N 204530 242800 1611.0 8.3 123.0 130.0 9.5 A 95 90 FG 1383 11/01/05 N 204520 242750 1611.7 6.2 123.8 130.0 9-5 A 95 90 P FG 1384 1 1/0 1 I N 204520 242700 1612.9 4.1 125.3 130:0 9.5 A 96 90 1) See last page of this table for explanations. ALB US-KEEFE&, ASSOCIATES,INC, Page A-36 Centex Homes TABLE A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DENS1TYTEST RESULTS rm z,passr lb'C".2 A116ist", Cu1,% c it "I �Cb,61641WA)Ciisitv, le 0111p. Comp. Fail Numbv,e-' T- Date N6i as. ME i"TR b M N N - uia kiz- �, 4 1 0. ty,) c/o (P/j, FG 1385 11101105 N 204520 242640 1613.8 6.4 12 1.5 130.0 9.5 A 91 90 FG 1386 11101105 N 204610 242650 1616.0 4.7 123.3 130.0 9.5 A 95 go p FG 1387 11/01/05 N 204590 242690 1615.1 5.9 122.6 130.0 9.5 A 94 90 p FG 1388 1 t/0 1/05 N 204590 242740 1614A 4.4 124.9 130.0 9.5 A 96 90 p FG 1389 11/01/05 N 204590 242791 1613.7 7.0 123.8 130.0 9.5 A 95 90 p FG 1390 11/01/05 N 204590 242840 1612.9 4.6 125.9 130.0 9.5 A 97 1 90 p FG 1391 11101105 N 204690 243200 1609.8 6.0 122.2 130.0 9.5 A 94 90 p FG 1392 11/01/05 N 204660 243200 1609.3 5.3 123.5 130.0 9.5 A 95 90 p FG 1393 11101105 N 204610 243200 1608.8 6.2 129.1 130.0 9.5 A 99 90 1) FG 1394 11/01/05 N 204570 243200 1608.3 6.3 123,2 130.0 9.5 A 95 90 p FG 1395 10/01/05 N 204500 243200 1607.8 7.2 125.6 130.0 9.5 A 97 90 p ]:G 1396 10/01/05 N 204460 243200 1607.5 6.7 124.7 130.0 9.5 A 96 90 p FG 1397 10101105 N 204420 243200 1606.8 6.5 122.1 130.0 9.5 A 94 90 p FG 1398 10/01/05 N 204340 243200 1606.3 7,1 121.3 130.0 9.5 A 93 90 p FG 1399 10101105 N 204300 243200 1605.8 7.3 121.7 130.0 9.5 A 94 90 p 1401 10/28/05 S 204590 242360 1615.0 8.6 122.0 133.0 8.5 E 92 90 p 1402 10/28/05 N 204480 242335 1614.0 9.2 120.7 133.0 8.5 E 91 90 p 1403 10/28/05 N 204375 242290 1612.0 11.0 119.5 133.0 8.5 E 90 90 1) 1404 10/28/05 N 204245 242220 1606.0 10.4 123.1 133.0 8.5 E 93 90 p 1405 10/28/05 N 204560 242390 1618.0 9.9 122.4 133.0 8.5 E 92 90 1406 10/28/05 N 1 204430 242350 1616.0 12.1 119.9 133.0 8.5 E 90 90 p 1407 10/28/05 N 1 204280 242280 1614.0 11.5 120.6 133.0 8.5 E 91 90 p 1408 10/28/05 N 204125 242195 1608.0 10.0 121.3 133.0 8.5 E 91 90 p 1409 10/28/05 N 204590 242580 1612.0 11.4 120.1 133.0 8.5 r-_ 90 90 13 1410 10/28/05 1\1 204690 242660 1610.0 12.0 119.8 133.0 8.5 E 90 90 11) 1411 10/28/05 N 204685 242805 1 1608.0 1 10.2 122.2 133.0 8.5 E 92 90 p 1412 10/28/05 N 204680 242965 1 1605.0 9,9 120.7 133.0 8.5 E 91 90 p See last pa-e of this table for explanations. A L B US-KEEfE S, A SS 0 CIA 77ES, INC. Pale A-37 rr r ar rr ® rr �r rr rr rr rr r rr rr rr rr rr r■ r� Centex Homes TABLE A October 30, 2006 .I.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS ....... .sar¢rY.•F a L;Y c �'iX.?"`,uY - y J .y..,5"y+ 'kS'Lr jiD +t�iY','••:iq',a, "S{ v. ",�� '_- ;Test:. 7 est. m t 1 est I �cation i lei. NIo►5r. ' Dc 11Ia� t€llr3 Oft . , 11%Iax. Rcl. ;Reif: Piss'/' 6 s Niiixl�er=.. irPte 10 e ' Nortbiip}' (Fasten}, Uepfhly ( ot�tetlt IleuSttti Der�stt� A9oist b: . Curve Coutp. Catltp. Fail f gi , T 1� { .>, (*°)�,,J { {tract (l ot) � , {��t}. y( ;j 10. NO Cy") (P/I") SF 1417 10/31/05 N 204465 241670 1647.0 10.1 123.1 133.0 8.5 E 93 90 P SF 1418 10/31/05 N 204410 241530 1644.0 9.2 120.1 133.0 8.5 E 90 90 P SF 1419 10/31/05 N 204415 241650 1646.0 9.9 119.5 133.0 8.5 E 90 90 P SF 1420 10/31/05 N 204410 241795 1649.0 11.0 120.4 133.0 8.5 E 91 90 P SF 1421 10/31/05 N 204485 241885 1652.0 8.8 119.9 133.0 1 8.5 E 90 90 13 SF 1422 10/31/05 N 204090 241910 1628.0 8.4 121.2 133.0 8.5 E 91 90 P SF 1423 10/31/05 N 204090 242065 1626.0 9.7 120.4 133.0 8.5 E 91 90 P SF 1424 10/31/05 N 204175 242125 1622.0 9.1 119.8 133.0 8.5 E 90 90 P SF 1425 10/31/05 N 203995 241840 1618.0 10.4 118.7 130.0 9.5 A 91 90 P .SF 1426 10/31/05 N 203925 241775 1620.0 1 11.2 117.5 130.0 9.5 A 90 90 P SF 1427 10/31/05 N 203730 241920 1607.0 9.2 119.1 130.0 9.5 A 92 90 P SF 1428 10/31/05 N 203535 241780 1612.0 9.8 117.9 130.0 9.5 A 91 90 P SF 1429 10/31/05 N 203740 241670 1613.0 11.5 117.1 130.0 9.5 A 90 90 I' SF 1430 10/31/05 N 203755 241565 1617.0 10.2 118.3 130.0 9.5 A 91 90 P SF 1431 10/31/05 'N' 203895 241545 1618.0 10.0 118.0 130.0 1 9.5 A 91 90 P SF 1432 10/31/05 N 204065 241560 1625.0 9.7 117.5 130.0 9.5 A 90 90 P 1433 11/01/05 S 204465 242240 1622.0 12.9 119.2 130.0 9.5 A 92 90 P 1434 11/01/05 N 204380 242185 1624.0 13.4 116.9 130.0 9.5 A 90 90 P 143 11/01/05 N 204490 242180 1627.0 13.0 117.8 130.0 9.5 A 91 90 P 1436 11/01/05 N 204540 242180 1619.0 13.2 118.3 130.0 9.5 A 91 90 P 1437 11101105 N 204545 242245 1617.0 13.0 118.0 130.0 9.5 A 91 90 P 1438 11/01/05 N 204490 242285 1616.0 14.0 116.7 130.0 9.5 A 90 90 P 1439 11/01/05 N 204275 242375 1608.0 12.8 1 117.2 130.0 9.5 A 90 90 P I zl,'0 1 1101105 N 204165 242360 1606.0 11.5 117.9 130.0 9.5 A 91 90 P 1411 11/01/05 N 204060 242345 1604.0 10.9 118.1 130.0 9.5 A 91 90 P 1442 11/01/05 S 204090 242120 1604.0 12.3 118.7 130.0 9.5 A 91 90 P 1443 11/01/05 N 204005 242080 1600.0 13.7 117.2 130.0 9.5 A 90 90 1' * See last page orthis table for explanations. A.LBUS-ICEEFE& ASSOCIATE'S, !IN'C. Page A-3S Centex Homes TABLE A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS r P/11 'N Irax. W4 : t\,Ia-,x, Dry c I"is S 1-5 -M-W. �Test rV 0 6 Date. N6rJ( III g)U 3�,WPHV 6ift-,.1 e i-'t N u�ii b ie*r -06'nfi"'P! "D I -,I �Dc' n'sityc '�M is -Curve "Comp. Comp. Fail 'R" y '6,111,11 A No . 1444 11/01/05 N 203890 242045 1596.0 11.5 119.4 130.0 9.5 A 92 90 P 1445 11/01/05 N 204470 242340 1619.0 10.7 120.2 130.0 9.5 A 92 90 1, 1446 11/01/05 N 204360 242300 1615.0 12.2 118.7 130.0 9.5 A 91 90 1, 1447 11101105 N 204240 242260 1614.0 14.1 117.3 130.0 9.5 A 90 90 p 1448 11/01/05 N 204130 242195 1610.0 14.0 117.5 130.0 9.5 A 90 90 P 1449 11/01/05 N 203970 242190 1603.0 14.3 117.0 130.0 9.5 A 90 90 1450' 11/01/05 N 20')915 242280 1601.0 11.8 119.1 130,0 9.5 A 92 90 P FG 1451 10/01105 N 2104045 242845 1606.6 4.9 125.2 130.0 9.5 A 96 90 1) FG 1452 10/01/05 N 204045 242900 1606.6 5.6 121.3 130.0 9.5 A 93 90 P FG t453 10/01/05 N 204045 242950 1605.8 6.2 12 3.6 130.0 9.5 A 95 90 p FG 1454 10101105 IN 204045 243020 1605.4 5.8 122.2 130.0 9.5 A 94 90 1) FG 1455 10/01/05 INT 204045 243060 1605.1 4.7 124.3 130.0 9.5 A 96 90 p FG 1456 10/01/05 N 204045 243105 1604.6 6.9 126.2 130.0 9.5 A 97 90 p 1457 11/02/05 S 204025 242215 1606.0 12.3 119.7 133.0 8.5 E 90 90 P 1458 11/02/05 N 203975 242250 1605.0 10,2 119.5 133.0)3.0 8.5 E 90 90 11 1459 11/02/05 N 204025 242330 1606.0 11.5 121.1 133.0 8.5 E 91 90 1) 1460 11/02/05 N 204065 242280 1607.0 12.2 120.4 133.0 8.5 E 91 90 P 1461 11/02/05 N 204115 242255 1607,0 11.1 120.2 133.0 8,5 E 90 90 P 1462 11/02/05 N 204120 242335 1608.0 12.5 123.4 133.0 8.5 E 93 go P 1463 11/02/05 N 204205 242310 1609.0 12.2 122.7 133.0 8.5 E 92 90 P 1464 11/02/05 N 204250 242315 1609.0 11.0 122.0 133.0 8.5 E 92 90 P 1465 11/02/05 N 204680 242365 1520.0 9.8 124.1 133.0 8.5 E 91 90 p 1466 11/02/05 N 204685 242255 1526.0 12.0 1203 133.0 8.5 E 90 90 1467 t 1/02/05 NT 204665 242170 1528.0 11.5 121.2 133.0 8.5 E 91 90 P 1468 11/02/05 N 204585 242340 1618.0 12.8 119.5 133.0 8.5 E 90 90 1) 1469 1 11/02/05 1 N 1 204505 242320 1620.0 12.4 119.7 133.0 8.5 E 90 90 1) 1470 1 11/02/05 1 N 1 204265 241985 1625.0 12.7 121.4 133.0 8.5 E 91 90 1, See last page of this table for explanations. ALBUS-KEErE, & ASSOCIATES, INC. Page A-39 Centex Homes TA 13 L E� A October 30, 2000 .1.N.: 1216.02 SUMMARY OF FIELD DENSITY TESTRESULTS Pest -I%es Te sta ca v lzel.,' ass N it nI lie i Date T' �(Easfitw)�, obtenb IM o i's'C -61we comp, comp. Fail Q'rat P c No.. (1i1) N!) (P/i 1471 11/02/05 N 204265 242065 1622.0 11.4 t 25.0 133.0 8.5 E 94 90 p 1472 11/02/05 N 204255 242160 161S.0 10.1 123.2 133,0 S.5 E 93 90 p 1473 11/03/05 S 203940 242155 1608.0 13.6 118.5 130.0 9.5 A 91 90 1) 1474 t 1/03/05 N 203920 242280 t 608.0 12.7 119.1 130.0 9.5 A 92 90 p 1475 t 1/03/05 N 203995 242190 1609.0 11.9 121.2 130,0 9.5 A 93 90 1) 1476 11/03/05 N 203975 242295 1608.0 13.0 118.8 130.0 9.5 A 91 90 P 1477 t 1/03/05 N 204070 242240 t 609.0 12.5 120.0 130.0 9.5 A 92 90 1) 147S 11/03/05 N 204060 242300 1607.0 11.6 119.7 130.0 9.5 A 92 90 1) t479 11/03/05 N 204170 242275 1610.0 11.1 118.9 130,0 9.5 A 91 90 1) 1480 11/03/05 N 204255 242330 1610.0 12.9 120A 130.0 9.5 A 93 90 p t481 11/03/05 N 204605 242165 1626.0 14.0 116.9 130.0 1 9J A 90 90 p 1482 11/03/05 N 204580 242225 1624.0 13.5 117.5 130.0 9.5 A 90 90 p 14S3 t 1/03/05 N 204570 242295 1620.0 13.7 '116.S 130.0 9.5 A 90 90 p 1484 11/03/05 N 204710 242185 1632.0 11.6 119.2 130.0 9.5 A 92 90 1) 1485 11101105 N 204645 242245 1626.0 12.0 11S.3 130.0 9.5 A 91 90 p 1486 11/03J05 N 204710 242305 1628.0 12.7 117.9 130-0 9.5 A 91 90 p 1487 11/03/05 N 204300 242170 1621.0 10.0 120.4 130.0 9.5 A 93 90 1) 1488 11/03/05 NI 204390 242245 1623.0 11.0 119.0 130.0 9.5 A 92 90 p 1489 11/04/05 S 204620 242155 1628.0 10.4 116.7 130.0 9.5 A 90 90 p 1490 11/04/05 N 204620 242235 1627.0 10.6 117.1 130-0 9.5 A 90 90 1) 1491 11/04/05 N 204625 242305 1625.0 10.5 116.9 130.0 9.5 A 90 90 1) 1492 t 1/04/05 N 204550 242275 1623.0 12.7 1 IS.2 130.0 9.5 A 9 t 90 13 1493 11/04/05 N 204635 242330 t 624.0 13.0 1 t 9.4 130.0 9.5 A 92 90 1) 1494 11/04/05 N 204390 242280 1620.0 11.6 117.2 130.0 9.5 A 90 90 p 1495 11/04/05 N 204425 242175 1626,0 1 1 A 117.9 130.0 9.5 A 91 90 1--, 1496 t 1/04/05 N 204360 242220 1625,0 12.0 1 18.3 130.0 9.5 A 91 90 1.) 1497 A t 1/04/05 N 203560 242540 1600,0 10.3 120,8 133.0 8,5 E 91 90 1.) See lest page of this table for explanations. ALBUS-KEEFE & ASSOCIATES, LVC. Page A-40 Centex Homes TABLE A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS M '51k,V;'d 5 Tass/,.!" ,x Max:.: T ' Nov. ju (Fa Nuixilei Hate Type sting}, Depth- Contenl eikity oisv AMl e0111p.- p. Fail T ot -a (P.0 -('A) --No. S%) (P/11 FG 1605 11/10/05 N 204350 242180 1627.8 10.5 120.6 130.0 1 9.0 D 93 90 p FG 1606 11/10/05 N 204370 242130 1628.4 11.1 119.3 130.0 9.0 D 92 90 p FG 1607 11110105 N '04380 242060 1632.6 10,7 117.6 130.0 9.0 D 90 90 p '�:V�-1-0V FG 1608 11110105 N 204370 241080 1636.2 9.8 118.4 130.0 9.0 D 91 90 11 FG 1609 11/10/05 N 204480 241090 1644.5 10.1 122.6 130.0 9.0 1) 94 90 p FC3 1610 11110105 N 204480 242040 1641.3 10.3 121.1 130.0 9.0 D 93 90 p FG 1611 11/10/05 N 204480 243020 1636.4 11.6 119.1 130.0 9.0 D 92 90 p FG 16 121 11/10/05 N 204490 242170 1630.7 9.6 117.3 130.0 9,0 D 90 90 p FG 1613 11110105 N 204440 242240 1627.3 9.9 118.2 130.0 9.0 D 91 90 P FG 1614 11/10/05 S 204350 242450 1622.3 10.2 120.6 130.0 9.0 D 93 90 p FG 1615 11110105 N 204340 242510 1619.9 9.6 119.3 130.0 9.0 D 92 90 p FG 1616 11/10/05 N 204330 242580 1617.7 11.1 118.6 130.0 9.0 D 91 90 p FG 1617 11/10/05 N 204350 242640 1615.6 10.1 122.1 130.0 9.0 D 94 90 p FG 1618 1 m675-5 -N 204350 242700 1613.3 10.2 117.3 130.0 9.0 D 90 90 1) FG 1619 11/10105 N 204350 242750 1611.8 I 1.0 117.6 130.0 9,0 D 90 90 p FG 1620 11110105 N 1 204350 242800 1611.0 9.9 118.4 130.0 9.0 D 91 1 90 p FG 1621 11/10/05 N 20,070 242810 1607.0 9.5 124.9 130.0 9.0 D 96 90 p FG 1622 11/10/05 N 204070 242770 1607.4 9.6 -120.6 130.0 9.0 D 93 90 1.) FG 162') 11/10/05 N 204070 242720 1607.8 10.4 117.9 130.0 9.0 D 91 90 1-3 FG 1624 11/10/05 N 204070 242670 1608.2 10.7 117.8 130.0 9.0 D 91 90 p FG 1625 11/10/05 N 204070 242620 1605.5 10.3 117.6 130.0 9.0 D 90 90 p FG 1626 11110105 S 204070 242570 1608.9 10.1 118.3 130.0 9.0 D 91 90 1l, FG 1627 11/10/05 N 204060 242520 1669.4 11.) 1 )7.4 130,0 9.0 D 90 90 p FG 1628 11110105 N 204060 242470 1609.7 10.8 117.3 130.0 9.0 D 90 90 p FG 1629 11/10/05 N 204240 242800 1607.0 10.3 126.2 130.0 9.0 D 97 90 p FG 1630 11/10/05 N 204240 242760 1607.4 9.1 118.1 130.0 9.0 D 91 90 F FG 16' N 204240 242700 1607.8 10.3 118.3 130,0 9.0 D 91 90 See last page of this table for explanations. A L B US-J(E I---FE& A SS 0 CIA TE"S, IJVC page 'A-41 Centex Homes TABL1,'- A October 30, 2006 I.N.: 1216.02 SUMMARY OF FIELD DENSITY 'rEs'r RESULTS e N' .17es 6 '12m "Nitmben." :Date "e �(iNort in Depth Confell De c ve Comp. Comp. Fail L lx- , No. CA) NO 0'/,' 0tj,;-j--,,, P , FG 1632 11110105 N 204240 242650 160S.2 11.1 120.4 130.0 9.0 D 93 90 FG 1633 11110105 N 204240 242600 160.6 10.1 117.2 130.0 9.0 D 90 90 FG 1634 11/10/05 N 204240 242550 1609.0 10.6 117.3 130.0 9.0 D 90 90 1) FG 1635 11110105 N 204240 242500 1609.5 9.8 117.9 130.0 9.0 D 91 90 p FG 1636 11/10/05 IN 204260 242460 1609.8 9.8 122.4 130.0 9.0 D 94 90 p 1706 11/16/05 N 204500 242370 1611.0 9.6 117.3 130.0 9.0 D 90 90 p 1707 11/16/05 N 204400 242330 1614.0 10.3 118.9 130.0 9.0 1) 91 90 p I 710S 11/16/05 -JN 204360 242380 1616.0 10.1 117.6 130.0 9.0 D 90 90 1) 1709 11/16/05 N 204440 242390 1618.0 9.7 119.1 130.0 -9.0 D 92 90 p 1710 t 1/1 6/05 N 204420 242390 1620.0 10.0 118.1 130.0 9.0 D 91 90 p 1711 11/16/05 N 203940 242380 1596.0 9.9 117.2 130.0 9.0 D 90 90 p 1712 11/16/05 N 1 203840 242380 1598.0 9.3 117.6 130.0 9.0 D 90 90 p 1713 t 1/]6/05 N 203710 242380 1598.0 9.5 117,7 130.0 9.0 D91 go 1) 1714 11/16/05 N 204380 242380 1617.0 9.6 117.3 130.0 9.0 D 90 90 p 1715 11116105 N 204330 242410 1617.0 9.4 11S.1 130.0 9.0 D 91 90 1.) 1716 11/16/05 N 203870 242230 1598.0 9.8 118.3 130.0 9.0 D 91 90 p 1717 11/16/05 N 203880 242340 1600.0 10.0 117.7 130.0 9.0 D 91 90 p 171S 11/16/05 N 203965 242340 1600.0 11.9 118.2 130.0 9.0 T D 91 90 1) 1719 11/16/05 N 203885 242385 1602.0 10.3 117.3 130.0 9.0 D 90 90 1) 1720 11/16/05 N 203950 242295 1604.0 10.6 118.9 130.0 9.0 D 91 90 1 1721 11/16/05 N 203770 242370 1600.0 10.7 118.6 130.0 9.0 D 91 90 1) 1722 11/16/05 N 203860 242340 1601.0 11.1 117.9 130.0 -9.0 D 91 90 1) 1723 11/16/05 N 204560 242420 1610.0 11 i 1 117.9 130.0 9.0 D 91 90 p 1724 11/16/05 N1 204610 242430 1612.0 10.3 118.3 130.0 9.0 D 91 90 1) 1725 11/16/05 N 204650 242450 1614.0 10.5 119.1 130.0 9.0 D 92 90 p 1726 1 1/16/05 N 204680 242450 1616.0 11.2 117.6 130.0 9.0 90 90 p 1727 11/16/05 N 204700 242460 1619.0 10.1 119.5 130.0 9.0 D 92 90 1) See last page of this table for explanations. AL B US-KEEFE 4t A S,1V0 CIA TES, hVC. P 42 Centex Homes TAB I,E- A October 30, 2006 .I.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS Ki MaT"M' OU" 'T ii, 0 oist J5*6f - ' 4NunitibrrL Nothfig) "R(faiiin dOjth'1;Content T r-'N-Ibkt. Cui-ve Comp. Comp. Fa i I Am RE."0 4'n (It`) t Pei 0. (�Y.) :41 N* NO (P/I-) 172S I S/05 N 204540 242420 1621.0 9.6 119.6 130.0 9.0 D 92 90 1729 11/18/05 N 204460 242450 1616.0 9.8 117.6 130.0 9.0 17 90 go 1730 11/18/05 N 204470 242390 1619.0 10.3 118.3 130.0 9.0 D 91 90 1731 11118105 N 204300 242380 1615.0 10.6 119.2 130.0 9.0 D 92 90 p 1732 11/18/05 N 204310 242390 1617.0 11.1 117,9 130.0 9.0 D 91 90 1 P 1733 11/18/05 N 204300 242420 1620,0 9.4 119.6 130.0 9.0 D 92 90 p 1734 11118105 N 204310 242330 1615.0 9'8 118.4 130.0 9.0 D 91 90 p 1735 11/18/05 N 204260 242310 1617.0 10.1 117.1 130.0 9.0 D 90 90 p 1736 11/18/05 N 204220 242300 1619.0 9.6 117.6 130.0 9.0 D 90 90 1) -FC, 1737 12/09/05 N 204660 242200 1633.3 7.0 128.3 133.0 8.5 E 96 90 p FG 1738 12/09/05 N 204640 242240 1629.6 7.2 127.6 133.0 8.5 E 96 90 p I 1739 2/09/05 N 204640 242300 1627.3 6.9 125.2 133.0 8.5 E 94 90 p -1--, I 1740 12/09/05 N 204700 242500 1616.8 6.7 128,1 .33.0 8.5 E 96 90 1796 11/29/05 N 203450 242370 1592.0 10.3 117.3 130.0 9.5 A 90 90 1797 11/29/05 N 203610 242370 1594.0 9.8 118.6 130.0 9.5 A 91 90 1798 11/29/05 N 1 203540 242370 1596.0 9.5 117A 130.0 9.5 A 90 90 1) 1799 11/29/05 N 203670 242370 1599.0 10.1 119.1 130,0 9.5 A 92 90 p 1800 11/29/05 N 203600 242100 1591.0 9.6 118.1 130.0 9,5 A 91 90 p lsol 11/29/05 N 203610 242170 1593.0 9.7 117.6 130.0 9.5 A 90 90 p 1802 11/29/05 N 203610 242170 1593.0 9.2 116.2 130.0 9.5 A 89 90 F 1802 A 11/29/05 N 203620 242320 1596.0 10.3 118.3 130.0 9.5 A 91 90 p 1S03 11/29/05 N 203590 242240 1599.0 10.1 117.6 130.0 9.5 A 90 90 p 1804 11/29/05 N 203620 242260 1602.0 9.8 119.6 130.0 9.5 A 92 90 F.) 1805 11/29/05 N 203890 242180 1602.0 9.6 115,1 130.0 9.5 A 89 90 F 1805 A 11/29/05 N 203890 242180 1602.0 8.6 117.9 130.0 9.5 A 91 90 1) 1806 11/29/05 IN 203860 242310 1604.0 1 9.7 118.3 130.0 9.5 A 91 90 p 1807 11/29/05 N 203870 242185 1606.0 9.9 119.8 130.0 1 9.5 1 A 92 90 1 1, See last page of this table for explanations. ALBUS-ICEEFE& ASSOCIATES, INC pace A-43 Centex Homes TABLE A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS WP Test ;. I ff OW, V 1,61 -zm I 1 unb& ' Da (NOIJ, ,' liIIgj: ep h- 61sc C u- -4 ve' Comp. Comp. F141 No. ft r0' z 1808 11/29/05 N 203610 242220 1604.0 9.8 118.9 130.0 9.5 A 91 90 P 'IS09 11/29/05 N 203605 242070 1594.0 9.9 117.3 130,0 9.5 A 90 90 P 1810 11/29/05 N 203620 242150 1596,0 16.3 120.6 130.0 9.5 A 93 90 P SF 1811 11/28/05 N 204080 242080 1615.0 9.7 117.1 130.0 9.5 A 90 90 P SF IS12 I 1/2S/05 N11 204140 242100 1617.0 9.6 117.3 130.0 9.5 A 90 90 P SF 1813 11128105 N 204200 242140 1619.0 10.1 117.4 130.0 9.5 A 90 90 1) SF 1814 11/28/05 N 204320 242220 1622.0 9.8 121.3 130.0 9.5 A 93 90 P SF 1815 11/28/05 N 204050 242000 1624.0 9,9 118.3 130.0 9.5 A 91 90 P SF 1816 11/28/05 N 204080 241040 1615.0 10.1 119.9 130.0 9.5 A 92 90 P SF 1817 11/28/05 N 204100 241900 1617.0 9.6 117.6 130,0 9.5 A 90 90 p SF I81S 11/28/05 N 204120 241860 1619.0 9.5 120.1 130.0 9.5 A., 92 90 P SF 1819 11/28/05 N 204070 241840 1622.0 9.7 117A 130.0 9.5 A 90 90 P SF IS20 11/28/05 N 204080 242050 1 24.0 10.3 117.2 130.0 9.5 A 90 90 1) SF 1821 11/28/05 N 204600 243250 1601.0 9.6 118.3 130.0 9,5 A 91 90 p SF 1822 11/28/05 N 204490 243260 1603.0 9.4 117.7 ---130,0 9.5 A 91 90 1) SF 1823 11/28/05 N 204420 243250 1605.0 10.2 120.6 130.0 9.5 A 93 90 1.) SF 1824 11/28/05 N 204320 243260 1601.0 10.0 121.4 130.0 9.5 A .93 90 P SF 1825 11/28/05 IN 204210 243260 1603.0 9.7 119.3 130.0 9.5 A 92 90 p SF 1826 11/28/05 N 204040 243290 1605.0 10.1 118.1 130.0 9.5 A 91 90 1) SF 1827 11/28/05 N 204000 243270 1601.0 10.0 117.9 130,0 9.5 A 91 90 P SF 1828 11/28/05 N 204000 243070 1603.0 9.6 119.3 130,0 9.5 A 92 90 13 SF 1829 11/28/05 N 204000 242990 1605.0 9.8 120.2 130.0 9.5 A 92 90 P SF 1830 11/28/05 N 204050 243270 1602.0 10.2 122.1 130.0 9.5 A 94 90 P FG 1971 12/09/05 1\1 204620 242490 1617.8 7.1 129.3 135.0 6.5 F 96 90 P 17C3 1972 12/09/05 N 204580 242510 16 t 8.8 7.5 125.3 135.0 6.5 F 93 90 1.) FG 1973 12/09/05 N 204510 242510 1619,0 6.5 126.7 135.0 6.5 F 94 90 FG 1974 12/09/05 N 204260 242360 1610.1 6.6 126.2 1 135,0 6.5 F 93 90 See last page of this table for explanations. A L B US-ICEEFE& A SS 0 CIA TES, INC. Pa-Ye A-44 Centex Homes TABLE October 30, 2006 .I.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST-RESULTS assP, g6 I)r Oik, ;.K. T a C ico 1p Fail N.0 1111)e r, Dellsitv��, culwe otilp. .11,0 (P/1 IX 1--'Ci 1975 12/09/05 N 204180 242330 1610.2 7.1 127.1 135.0 6.5 F 94 90 FG 1976 12/09/05 NT 204120 242320 1610.0 6.9 126.0 135,0 6.5 F 93 90 FG 1977 12/09/05 N 204060 242320 1609.6 7.0 125.3 135.0 6.5 F 93 90 p FG 1978 12/09/05 N 204020 242290 1609.1 6.8 126.2 135.0 6,5 F 93 90 p FG 1979 12/09/05 N 203940 242320 1607.9 6.9 126.7 135.0 6.5 F 94 90 1 F(; 1980 12/09/05 N 203950 242280 1608.6 7.2 125.9 135,0 6.5 F 93 90 P FG 1981 12/09/05 N 203960 242230 1609.1 7.4 124.2 135.0 6.5 F 92 90 F6 1982 12/09/05 N 203980 242200 1609.9 7.1 125.3 135.0 6.5 F 93 90 p FG 1984 12/09/05 N 203780 242146 1609.8 7.1 125.6 135.0 6.5 F 93 90 p FG 1985 12/09/05 N 203780 242180 1609.4 6.9 123.2 135.0 6.5 F 91 90 P---- FG 1996 12/09/05 N' 203780 242240 1608.9 6.5 128.9 135.0 6.5 F 95 90 p FG 1987 12/09/05 N 203770 242290 1608.5 6.6 127.6 135.0 6.5 F 95 90 p FG 1988 12/09/05 N 203770 242330 1607.9 6A 127.7 135.0 6.5 F 95 90 p FG 1992 12/12/0-5 N 203700 242120 1605.2 9.5 122.1 130.0 9.5 A 94 90 p FG 1993 12/12/05 N 203700 242180 1605.8 9.7 121.6 130.0 9.5 A 94 90 p FG 1994 12/12/05 N 203700 242220 1606.1 9.6 119.3 130.0 9.5 A 92 90 1) FG 1995 12/12/05 t\1 203700 242280 1605.7 9.4 123.2 130.0 9.5 A 95 90 p FG 1996 12/12/05 IN 203700 242330 1605.0 9.6 122.7 130.0 9.5 A 94 90 p FG 1997 12/12/05 N 203670 241750 1608,4 9.8 121.9 130.0 9.5 A 94 90 p FG 1998 12/12/05 N 203670 241790 1608.0 9.7 123.3 130.0 9.5 A 95 90 F' FG 1999 12/12/05 N 203670 -2-41840 1607.1 9.5 119.5 130.0 9.5 A 92 90 p FG 2000 12/12/05 N 203670 241890 1606.1 9.7 118.9 F370-0 9.5 A 91 90 p 2109 10/11/05 S 204490 243110 1585.4 13.4 127.0 130.0 9.5 A 98 90 p 2110 10/11/05 N 204460 243140 1589.3 12.2 126.2 130.0 9.5 A 97 90 p 2111 10111105 N 204360 243110 1584,6 11.9 124.9 130.0 9.5 A 96 90 1-1 2112 L 10 H 05 N 204370 1 243170 1587,6 1 117 127.3 130.0 9.5 1 A 1 98 21 90 p J 1 NN 243140 1 15911 6.3 128.2 135.0 6.5 F 95 90 p 2113 1 10/11/05 L 204520 1)o -p See last paae of this table for explanations. A L B US-KEEFE & A SS 0 CIA TES, 11VC PaueA-45 Centex Homes TABLE A October 30,,2006 .I.N.: 1216,02 SUMMARY OF FIELD DENSITY TEST RESULTS _,. ,; I.o, Location E I a s/ -Rf a im, V -MoisC.- .Curse Comp. Conip. 1'"ail �lumhe.r A, pe NM RMIF "Hate i,-� it, St -��Co tent cnsj0---; y, NO (I'l F) No, L 2114 10/11/05 N 204460 243160 1593.4 6.4 117.4 130.0 9.5 A 90 90 P 2115 10111105 N 204330 243150 1589.7 9.6 130.5 135.0 6.5 F 97 90 1) 2116 10/11/05 N 204020 243201 1586.2 4.0 128.3 135.0 6.5 F 95 90 P 2117 10/11105 N 204060 243120 1595.6 9.3 125.9 135.0 6.5 F 93 90 1) 2118 10/11/05 N 204240 243150 1595.2 9.6 124.3 135.0 6,5 F 92 1 90 P 2119 10/11/05 S 204310 243201 1597.3 9.4 123.9 130.0 9.5 A. 95 90 1) I 12) 10/11,10 5 N 204340 243201 1597.6 10.3 122.7 110.0 9.5 A 94 90 p 2121 10/11/05 N 204300 243130 1600.6 8.7 123.4 130,0 M A 95 90 P 2122 10111105 N 204400 243180 1599.1 8.9 120.2 130.0 9.5 A 92 90 11 2123 10111105 N 204640 243250 1582.4 7.4 128.3 135.0 6.5 F 95 90 1 1) 2124 10111105 N 204500 243240 1585.2 6.9 127.2 13 5.0 6.5 F 94 90 P 2125 10111105 N 204400 243250 1582.6 6.4 123.4 135.0 6.5 F 91 90 P 2126 10/11/05 N 204250 243250 1585.3 7.2 124.2 135,0 1 6.5 F 92 90 P 2127 10/11/05 N 204290 243230 1609.6 7.4 - 117.5 130.0 9.5 A 90 90 1) 2128 10111105 N 204200 243240 1604.8 6.9 121.3 130.0 9.5 A 93 90 P 2129 t 0/11105 N 204560 243240 16083 10.0 126.6 130.0 9.5 A 97 90 1) 2130 10j)1J05 S 204460 243235 1607.3 8.2 124.6 130.0 9.5 A 96 90 1) FG 2915 03/20/06 N 203535 241960 1605.3 12A 120.4 130.0 9.5 B 93 90 1, FG 2916 03/20/06 N 203510 241875 1606.3 133 119.2 130.0 9.5 B 92 90 1, 1--G 2917 03/20/06 N 203540 241835 1607.2 13.0 119.8 130.0 9.5 B 92 90 P PG 2918 03/20/06 N 203520 241775 1608.1 11.7 120.7 130.0 9.5 B 93 90 --P- 17G 2919 03/20/06 N 203550 241730 1608.4 10.2 122.3 130.0 9.5 B 94 90 P FG 2920 03/20/06 N 203510 241680 1608A 10.9 121.5 130.0 9.5 B 93 90 f-'G 2921 03/20/06 N 203535 241625 1607,0 13.1 119.2 130,0 9.5 B 92 90 P FG 2922 03/20/06 N 203540 241595 1606,0 14.0 118.6 130.0 9.5 H 91 90 P 1--G 2923 03/20/06 N 203510 241540 1605.0 12.2 119.9 130.0 9.5 B 92 90 P 1:'G 2924.__ _._I..03/26/-06 N 203535 241495 1 1604.0 11.4 120.4 130.0 9.5 B 93 90 P See last page of this table for explanations. A L B US-I(EEFE & A SSO CM TES, IA'C. Page A-46 Iv- Centex Homes TAB1,F. A October 30, 2006 1216.02 SUMMARY OE FIELD DENSITY TEST RESULTS `51 'a (v �Tss/.- Pin. Number Eastitig -, , D nt6it ft) , eth y Monet Comp. collip. Fail (p No. CV CY0 (PA") (pc f 1:7G 2925 03/20/06 N 203495 242320 1605.2 10.2 118.9 130.0 9.5 B 91 ()0 1) I-G 2926 03/20/06 N 203500 2422SO 1605.7 12.5 119.2 130.0 9.5 B 92 90 1) 17G 2927 03/20/06 N 203490 242235 1606.1 12.9 1 ts-0 130.0 9.5 13 91 90 1) 17G 292S 03/20/06 N 203500 242185 1605.7 11.1 120.4 130.0 9.5 B 93 90 1 M 2929 03/20/06 N 203500 242120 1605.2 12,4 119,9 130.0 9.5 13 92 90 1 29S2 04/27/06 N 203710 238675 1575.0 10.2 121.2 131.0 M A 93 90 11 2983 04/27/06 N 203665 23S720 1576.0 11.6 119.3 131.0 9.5 A 91 90 p 2984 04/28/06 N 203745 23S720 1574.0 110 118.8 131.0 9.5 A 91 90 1) 29S5 04/28/06 N 203710 238775 1574.0 12.7 11T5 131.0 9.5 A 90 90 1) 2991 05/04/06 N 203640 238790 1576.0 10.7 120,1 130.0 9.5 B 92 90 13 2992 05/04/06 N 203565 238890 1579.0 11.4 1223 130,0 9.5 B 94 90 1) 2993 05/04/06 N 203500 238990 1582.0 12.3 121.9 130.0 9.5 B 94 90 p 2994 05/04/06 N 203460 239095 1585.0 1 L6 120.5 130.0 9.5 B 93 90 1.) 2995 05/05/06 N 203695 238740 1578.0 11.0 120.6 130.0 9.5 B 93 90 1) 2996 05/05/06 N 203615 238850 1581.0 10.2 120.8 130.0 9,5 B 93 90 1) 2997 05/05/06 N 203540 23S960 1584.0 10.4 120.1 1 130.0 9.5 B 92 90 2998 05/05/06 N 203490 239080 1587.0 11.1 121.4 130.0 9.5 B 91 90 1) 2999 05/08/06 N 203775 238660 1580.0 12.0 120.1 130.0 9.5 B 92 90 p 3000 05/08/06 N 203670 238805 15S3.0 10.1 1 IS.7 130.0 9.5 B 91 90 1) 3001 05/08/06 N 203575 238930 1586.0 11.1 119.2 130.0 9.5 B 92 90 p 3002 05/08/06 N 203505 239055 15S9.0 12.5 121.0 130.0 9.5 B 93 90 1) 3003 05/23/06 N 203730 238570 1579.0 12.0 118,6 130.0 9.5 B 91 90 p 3004 05/23/06 N 203580 238835 1587.0 11.4 117.9 130.0 9.5 B 91 90 1) 3005 05/23/06 N 203470 239040 1583.0 11.1 11 S.2 130.0 -9.5 B 91 90 1) 3006 05/23/06 N 203865 238570 1577.0 10.7 119.0 130.0 9,5 B 92 90 1.4 3015 06/07/06 N 203445 _239330 1595,0 9.7 117.2 130.0 9.5 B 90 90 p 3016 06/07/06 N 203445 239400 1600.0 10.1 118.0 130.0 9.5 B 91 90 See last page of this table for explanations. ALB US-KEEFE & ASSOCIATES, INC. Page A-47 Centex Homes TABLE A October 30, 2006 J.N.: 1216.02 SUMMARY OF FIELD DENSITY TEST RESULTS ' Location:.';:_- lass/ ?f4st I , e-3 "Number Typ (i-' iijii .11*. C0LI Dqiisdi ,-jDOisit 'Moist. CAII-ve. Comp} Coili Fail. 4 No. (YO) (!/o) (P/F) 'K V 01, 3017 06/07/06 N 203440 239640 1602.0 9.5 117.0 130,0 9.5 B 90 90 1) 3018 06/08/06 N 203440 239790 1604.0 10.3 118.9 130.0 9.5 B 91 90 1) FG 3084 07/26/06 N 204180 241770 1636.7 11.4 120.0 130.0 9.0 D 92 90 1) FG 3085 07/26/06 N 204205 241820 1637.6 9.7 118.2 130.0 9.0 D 91 90 p FG 3086 07/26/06 N 204167 241878 1638.5 10.4 119.4 130.0 9.0 D 92 90 1) FG 3087 07/26/06 N 204160 241923 1638.5 10.1 120.2 130.0 9.0 D 92 90 1), FG 3088 07/26/06 N 204190 241960 1637.5 9.8 118.1 130.0 9.0 D 91 90 1) 17G 3089 07/26/06 N 204168 242040 1630.2 10.1 117.2 130.0 9.0 D 90 90 p 17G 3090 07/26/06 N 204372 242405 1623.3 10.3 118.3 130.0 9,0 D 91 90 1) FG 3091 07/26/06 IN 204164 243190 1604.5 11.4 119.5 130.0 9.0 D 92 90 1) SF 3092 07/26/06 N 203455 241920 1602.0 12.0 120.4 130.0 9.0 D 93 90 1.) SF 3093 07/26/06 N 203460 241710 1603.0 10.2 118.1 130.0 9.0 D 91 90 p SF 3094 07/26/06 N 203470 241531 1603.0 9-9 17.8 130.0 9.0 D 91 90 p See last page of this table ioi- explanations. .4LBLIS-KEEFE ,-Q ASSOCI.,ITES, EVC Pa,,e A-48 A October 30, 2006 J.N.: 1216.02 TABLE A EXPLANATION OF TEST CODES PREFIX CODE DESIGNATION FOR TEST NUMBERS OG- Original Ground 1=G- Finish Grade SG- Segmental Nall SF- Slope Face RW- Retaining Wall SR- Slope Repair SW- Segmental Retaining Wall RG- Rough Grade CODES FOLLOWING THE TEST NUMBER A: Subsequent retest of failed density test after bill reconditioning and recompaction. R: Failed material removed. TEST TYPE D: Drive-Cylinder Test per ASTM D2937 S: Sand Cone Test per ASTM D1556 N: Nuclear Gauge Test per ASTM D2922 and D3017 MAX. CURVE NO. A-1: Corresponds to Max Curve Designation listed in Table C-l (represents the laboratory maximum dry density/optimtun moisture content for a representative Fill material encountered during grading). ALBUS-KEEFE & ASSOCIATES, EVC. Page A-49 1 ' APPENDIX B NIA XINIUM DEPTH OF FILL 13ENEikTH LEVEL PAD AREAS 1 1 AL6US-hCEFF_ ASSOCIATES, INC. Centex Homes October 30, 2006 J.N.: 1216.02 Table B-1 Maximum Depth Of Fill Beneath Level Pad Areas Tract 25477 Lot Niirnber Deptli of Fill (ft) .. Lot Number Depth of Frll (ft}' . 1 14 41 11 ' 7 16 µ 42 9 3 t9 43 8 4 22 4=1 8 ' 5 22 45 9 6 18 46 7 7 20 47 9 ' 8 20 48 28 9 17 49 34 l0 €4 50 40 ' II 9 51 39 12 7 52 36 13 8 53 34 ' 14 8 54 28 15 8 55 15 ' 16 10 56 13 17 9 57 16 18 10 58 18 19 10 59 - 19 ' 20 13 60 18 21 15 61 14 22 _ 14 62 15 23 13 63 10 24 13 64 14 25 15 65 19 26 18 66 16 27 19 67 19 28 17 68 17 29 13 69 19 30 8 70 19 31 6 71 14 32 13 72 10 33 7 73 13 34 10 74 18 35 28 75 15 36 23 76 16 ' 37 17 77 18 38 16 78 16 39 22 79 €5 40 14 180 14 ALB US-KEEFE & ASSOCIATES, INC. Centex Homes October 30, 2006 J.N.: 1216.02 1 Table B-1 (continued) Maximum Depth Of Fill Beneath Level Pad Areas Tract 25477 4 4 G k, LotNunahe�' Depth ofFill (ft) Lot N�umbei-_ Depth=of 81 12 121 12 ' 82 14 122 12 83 16 123 13 84 16 124 13 85 17 125 13 86 23 126 14 87 24 127 15 1 88 23 128 15 89 25 129 15 90 22 130 13 91 131 22 92 1s 132 22 93 20 133 19 94 24 134 19 95 8 135 20 96 8 136 11 97 10 137 9 98 15 138 9 99 15 139 10 100 14 140 11 101 24 141 12 102 23 142 14 103 22 143 15 104 24 144 20 105 26 145 21 106 20 146 22 107 12 147 23 108 11 148 20 109 16 l49 22 110 20 150 20 111 17 151 23 112 13 152 37 113 10 153 39 1t4 8 154 39 I15 9 155 37 116 7 156 37 117 157 37 11 l3 158 38 159 38 ' l20 14 160 38 ' ALI3 US-KEEFE & ASSOCIATES, INC. e. x Homes Centex o�� 5 October 30, 7�006 J.N.: 1216.02 Table B-1_ (continued) Maximum Depth Of Fill Beneath Level Pad Areas Tract 25477 Loot NumUer De�thto Xill (lt) I;dt•Numner: lleptli of Fill (ft). ' 161 38 188 8 162 38 189 8 163 38 190 7 164 38 191 6 165 24 192 8 166 19 193 8 ' 167 19 194 10 168 12 195 10 169 14 196 11 170 14 197 9 171 16 198 S 172 17 199 13 T 173 16 200 12 174 16 201 II 175 15 202 9 ' 176 13 203 10 177 ')i 204 11 178 21 205 12 ' 179 21 206 12 180 21 207 12 181 21 208 9 ~ 182 21 209 13 183 20 210 13 ' 184 lfi 211 13 — 185 1 212 13 186 11 213 12 187 I1 ' ALB US-KEEFE & ASSOCIA TES, INC 1 1 APPENDIX C SUMMARY OF LABORATORY TEST RESULTS 1 1 1 1 ' ALB US-KEEFE&ASSOCIATES, INC. ' Centex Homes October 30. 2006 J.N._ 1216.02 TABLE C-1 Maainiun; Dry Density & Optimum Moisture �Ma � 1Ux: Dr I)csciilitt►�a� L Ct nc nsat� (hit) il'Ioistiret{°/3; 1 A Brown Silty Sand (Decomposed Granite) 130.0 }. t B Olive Brown Silty Fine Sand with Fine Gravel 130.0 9. (Decomposed Granite) C Reddish Brown Silty Sand with Decomposed 127.0 Granite ' D Brown- Reddish Gray Fine-Silty Sand with 130.0 9.0 Decomposed Granite E Reddish.Brown Tine to Coarse Silty Sand with 133.0 8. Gravel F Olive Gray Fine to Coarse Silty Sand v6th 135.0 0,5 ' Gravel (Decomposed Granite) ' G Reddish Brown Silty Clayey Sand 119.5 1 H Silty Sand 106.0 20.0 1 Aggregate re ate Base 139.0 7. 1 1 ALBU.S—KEEFE & ASSOCIATES, INC. Centex Homes October 30, 2006 J.N.: 1216.02 TABLE C-2 Suniniai-y of Laboratory Test Resul.ts. Tract25477 ' >"Y" i i S 1 1 til)�i x ,4.w U) 0 .1 d E' EA N' ll"'fill S10' 11,4 1 &x,v 4N W4 .... ... K p 1-5 Very Low 3 0.040 N/A 6-10 Very Low 3 0.055 NIA 11-15 Low 30 0.045 13.8 16-20 Very Low 12 0.046 N/A 21-25 Very Low 6 0.023 NIA 26-31 Very Low 7 0.044 N/A 32-37 Very Low 5 0.030 NIA 38-42 Low 27 0.041 18.0 43-47 Very Low 14 0.030 N/A ' - 48-54 Very Lou' 13 0.017 N/A 55-59 Very Low 0 0.046 NIA 60-64 Very Low 9 0.052 N/A 65-70 Very Low 10 0.042 N/A 71-76 Very Low 0 0.052 N/A 77-81 Very Low 0 0.041 N/A 82-87 Low 30 0.057 16.2 88-94 Very Low 18 0.048 NIA 95-100 Very Lou- 0 0.051 N/A 101m106 Very Low 0 0.052 N/A 107-110 Very Low 14 0.053 N/A 111-115 Very Low 2 0.037 NIA 116-119 Low 34 0.063 15.5 120-123 Very Low 9 0.055 N/A 124-127 Very Low 16 0.045 N/A 128-131 Very Low 6 0.021 NIA 132-136 PT N/A 0.021 NIA 137 Very Low 8 0.016 N/A 138-142 Very Low 0 0.040 N/A 143-145 Very Low 0 0.052 N/A 146-147 Very Lov., 2 0.045 N/A 148-150 PT N/A 0.043 N/A 151-152 PT NIA 0.051 N/A 153-157 PT NIA 0.051 N/A 158-162 PT N/A 0.053 NIA 163-166 13'r NIA 0.062 NIA ALBUS-KEEFL- & ASSOC1117'F-S, I]N'C. Centex Homes October 30, 2006 ]_N.: 1216.02 ' TABLE C-2 Sunimary of' Laboratory `Pest Results Tract 25477 Exp;>< ri S o lubleSulfte 'Lot No., �:nsioExgfinsion-Index t� Plasticity'Iiticx. ' .• Pgteiihal ' Content(%)•..., r.. r,l 167 Very Low 2 0.062 N/A 168-172 Very Low 9 0.063 N/A 173-176 Very Low 2 0.020 NIA 177-181 PT NIA 0.023 N/A 182-184 PT N/A 0,028 NIA ' 185-186 Very 1-ow 0 0.028 N/A 187-189 Very Low 0 0.051 N/A 190-195 Very Low 0 0.068 N/A ' 196-198 Very Low 7 0.050 N/A 199.203 eery Low 1 0.049 NIA 204-208 Very Low 0 0.055 N/A 209-213 Very Low 0 0.056 NIA 1 1 • • ' f • ALB US-KF.EFE & ASSOCIA TES, INC. INNOVATIVE STRUCTURAL ENGlNEERlNG Transmittal TO: Centex Homes Date: July I8, 2008 1265 Corona Pointe Court Project Name: Rosetta Canyon II Corona, CA 92879 Chent/Developer. Centex Homes 95I-479-93I4 Project#: 08-1107-01 ATTN: I Mark Kohler Sent Via: Fed-Ex CC: Bob Malstrom Overnight Express California Overnight UPS RE: Plan Check Corrections Rax: #Pages Inc.Cover Hand Delivery FROM: Shane Lothrop US Mail Shawn Lothro ,PE Goldenstate Overnight OCB ITEMS BEING SENT. ' CR #Sets Wet Signed Description X Other: Centex Pick-Up 3 X Delta I Structural Calcs w/PC Response 3 X Delta I Structural Plans Arrival Time: e I Original Structural Plans Next Day by: Same Day by: Reference: X Building Department Submittal X For Your Use Additional Continents: Reviewed&Stamped Approved Rejected For Review/Comment For Your Records FIELD/SUBCONTRACTOR COORDINATIOM Field/Subcontrator. Corn an . Action Taken by our office: Superintendent: None None Post Tension En ineer. None None Truss Manufacturer: Universal None Framing Company: None None Blue Printer: None None Others: None None ISE,Inc.-29970 Technology Drive.Suite 204,Murrieta,CA 92563,Phone(95I) 600-0032,fax(95I)600-0036 ' Statemen0qrovnlQFe LAKE ELsINoRE gUIL DING DIVISION � r for PERMIT # Centex Homes "Fox & Jacobs @ Rosetta C -' ROVED (Revised) , Master Plans 1979, 2400, 2613, ' 2710, 2875 & 3113 Lake Elsinore — CZ 10 APPROVED FOR PEP!v,iT ISSUANCE SCOTT FAZEKAS & ASSOCIATES, INC. ' BY DATE These plans have been reviewed for adherence to the applicable codes and ordinance. Authorization is ' Aprill-6;o2006ranted to issue a building permit pending approval by all applicable City agencies. The issuance or granting of a permit based on approval of these plans shall not be construed to able The following is submitted under the''Bu'ildin rE#ic)Peney Standards jNewesumed to f the give�..�ti os r OfI:iF Id-c;V. — ,,,,,...lip r Residential Buildings (Title 24, Pam 16),nT etvalues usedia e�,% jt..irtitheprovisions of such 1 guidelines designated by thecc Ii orniall�nergyjQommission. Any questions regarding this report should be directed to: Diane Lazard (Consol Job#CTx-06-10-05) ConSol 7407 Tam O'Shanter Drive,Suite 200 1 Stocktar.CA 95210-3370 (209)473-5000 (M)526-6765 Table of Contents Paqe Energy Features A ' Manufacturer's Specification Sheet g Mandatory Features (Form MF-1 R) C Installation Certificate (Form CF-6R) p MICROPAS Com uter Runs: Plan 1919 - Form CF-1 R 1-6 Plan 2400 ' - Form CF-1 R 7-12 Plan 2613 - Form CF-1 R 13-18 Plan 2710 - Form CF-1 R 19-24 Plan 2875 - Form CF-1 R 25-30 Plan 3113 - Form CF-1 R 31-36 i ConS l 707 Tam DMantar Drive,Suite 200 Stockton,CA K210-3370 09)473-50H FAX OR)474-C617 Centex domes 1 "Fox & Jacobs @ Rosetta Canyon II°' (Revised) Lake Elsinore - CZ 10 Required Energy Code Building Features Plan # 1979 2400 2613 2710 ENVELOPE: (Insulation R-Values) Roof(attic) 38 38 38 38 ' Roof(at furnace) 19 19 19 19 Wall (exterior) 13 13 13 13 Wall (garage) 13 13 13 13 Floor(above garage) 13 13 13 13 Insulated Entry Doors Required Required Required Required Slab on Grade Yes Yes Yes Yes GLAZING: (U-Factor: Dual Pane, Vinyl with Spectrally Selective Glass) Slider (horn)* 0.36 0.36 0.36 0.36 Slider(vent)* 0.36 0.36 0.36 0.36 Fixed* 0.33 0.33 0.33 0.33 Patio* 0.33 0.33 0.33 0.33 *SHGC = 0.28 (SL)/ 0.30 (SH)/0.31 (FX)10.34(PATIO) HVAC SYSTEM: ' Furnace: AFUE 0.80 0.80 0.80 0.80 A/C: SEER 13.0 13.0 13.0 13.0 Duct Insulation 4.2 4.2 4.2 4.2 Verified Duct Leakage Required *' Required ** Required ** Required ** ** Requires 3`' Party Inspection WATER HEATING: Water Heater Size 50 gal 50 gal 50 gal 50 gal Energy Factor 0.60 0.60 0.60 0.60 Distribution Type Standard W/ No Standard W/ No Standard W/No Standard W/No Kitchen Insulationt Kitchen Insulationt Kitchen Insulationt Kitchen Insulationt t Insulation not required on pipes to the kitchen, however the first 5 feet of pipes from the storage tank ' on hot and cold water pipes are still required per Mandatory Measures. NOTE: The above building features are for the convenience of the builders and others only. The actual ' bidding process or review of energy features must reference the Title 24 CF1-R Form(s). i 1 C onSof 14Q7 Tam Q'SSanter Qriva,Suite M Stneklon,CA 9521Q-337Q (209)473 5QQfl FAX(209)474-QBI7 Centex Homes ' "Fox & Jacobs @ Rosetta Canyon li" (Revised) ' Lake Elsinore — CZ 10 Required Energy Code Building Features ' Plan # 2875 3113 ENVELOPE: (Insulation R-Values) Roof(attic) 38 38 Roof(at furnace) 19 19 Wall (exterior) 13 13 Wall (garage) 13 13 Floor (above garage) 13 13 1 Insulated Entry Doors Required Required Slab on Grade Yes Yes GLAZING: (U-Factor: Dual Pane, Vinyl with Spectrally Selective Glass) ' Slider (horn)* 0.36 0.36 Slider (vent)* 0.36 0,36 Fixed* 0.33 0.33 Patio* 0.33 0.33 *SHGC = 0.28 (SL)/0.30 (SH)10.31 (FX)10.34 (PATIO) HVAC SYSTEM: Furnace: AFUE 0.80 0.80 A/C: SEER 13.0 13.0 Duct Insulation 4.2 4.2 Verified Duct Leakage Required ** Required ** ** Requires 3rd Party Inspection ' x WATER HEATING: Water Heater Size 50 gal 50 gal Energy Factor 0.60 0.60 Distribution Type Standard W/No Standard W/No Kitchen Insulationt Kitchen 4nsulationt t Insulation not required on pipes to the kitchen, however the first 5 feet of pipes from the storage tank on hot and cold water pipes are still required per Mandatory Measures. NOTE: The above building features are for the convenience of the builders and others only. The actual bidding process or review of energy features must reference the Title 24 CF1-R Form(s). 1 � Z� DiearView Windows & Doors 7000 Series Vinyl Windows & Doors Clear Low- E Clear/Air/Clear Ti-AC36/Air 1 Clear XQ U-Value SHGC VT U-Value SHGC VT R-25 non-grid grid non-grid grid non-grid grid non-grid grid Res .51 .58 .52 .60 .53 .36 .28 .26 .49 .44 Non-Res .51 .58 .52 .62 .56 .35 .29 .44 .51 .46 SH U-Value SHGC VT U-Value SHGC VT R-30 non-grid 9M non-grid grid non-grid grid non-grid grid Res .51 .60 .55 .62 .56 .36 .30 .27 .52 .47 Non-Res .51 .58 .53 .64 .58 .35 .30 .28 .53 .48 Fixed U-Value SHGC VT U-Value SHGC VT C-50 non-grid grid non-grid grid non-grid grid non-grid grid Res .51 .66 .60 .69 .62 .33 .31 .29 .57 .52- Non-Res .51 .62 .56 .68 .61 .32 .31 .29 .57 .51 Patio Door U-Value SHGC VT U-Value SHGC VT R-20 non-grid grid non-grid grid non-grid grid non-grid grid Res .48 .61 .56 .65 .58 .33 .34 .31 .55 .49 Non-Res .48 .58 .52 .64 .57 .33 .33 .30 .54 .48 Sound Transmission Loss Ds / Ds Ds / 6mm STC EWR OITC STC EWR OITC XO 33 33 26 36 38 30 SH 33 33 26 36 37 29 Fixed 32 33 26 36 37 30 Patio Door 30 31 24 35 35 27 f!n �/ MANDATORY[tiiiEASURES f"IJECKLIST: [RESIDE['.,t[ram 'PA F-1R (dote:Lour-rts6 resideaital buddcnes sutila'«s She 5;andams must domain these measrcm:e regardless a the=mphance approach usac. More stringent comptente requiremnts mom the Certificate d Compliance supersede the items marked with an asterisl: When this checkdss;is incorporated into the permit documents,the features noted shall be considered by all parties as minimum."mponen:performance specifications for the mandatory measures whether they are Shot'.l.elsewhere in the documents or on this checklist only. Instructions:Checl;or Whal applicable boxes or check NA if not aolicable,and include with permit abdication documentation. IOESCPIPTION I 14P. DcSIGNEP. l ?NFORCEMc_h!T BuIldinq Envelope Measures: -- 6150(ar Minimum R-19 in wood frame ceiling insulation or equivalent U-faaor fr,metal trams cielina. I X { 6150fbt::oase fill insulation manutacturefs labeled R-Value: ( c •§750(c):Minimum R-i3 wall insulation in wood framed walls or equivalent U-facta in metal frame walls(does not apply � X to exterior mass wales. MOW:Minimum R-13 rased floor insulation in framed floors or edufvalent LYfackor. I O,el:Installation of Fireola es,Delcorative Gas Appliance:and Gas Lops. 1.Masonry and factory-built fireplaces have: a.Closeable metal or Wass door wverinq the entire openino of the firebox _ b.outside air intake vnfth damper and control,We damper and contra! .2.No cornfinuous bunging pees pilotlights allowed. I 61 fl:Air retardao wrap installed to comply with§151 meets recusemerim soecified in the ACM Residential Manual. X ., Imfor Vapor barriers mandatory in Climate Zones 1a and 16 only. .„a §150(I):Stab edge insulation-wales abscrotion rate fo-the insulation material alone without fad"no greater than 0.3%.water vapor parmeancir rate no greater than 2.D permAnch. w r §i 18:Irtstlabon specified or installed meets insulation Installation quality standards.Indicate type and include CF-e"R S Forth: X `= 6116.17:Fenestration Products.Exterior Doors.and In iltretionlE--filtrztion Controls. 1.Door;and windows between conditioned and unconditioned spaces desicl to limit air leakage. X 2.Fenestration products(exdCpt field-tabneated)have Sabel with certified U-faClor,certified Solar Heat Gain - lift ' Coaffcient tSHGCI.and infiltration arlffication. y, {` 3.E lensr doors and windows weatherstrf ed:all hints and penetrations caulked anal sealed. X Space Conditioning.Water Heatingand Plumbin System Measures: i 11 113:Hl!^.0 equipment,rater heaters,showerheads and taucets certified bV the Eneruly Commission. t4r 150 rk Healing andfor cook loads calculated in accordance with ASHRAE.SMACNA or ACCA. -Setba 150H ck thermc,stat on all applicable heating andlor tooter systems. 41WY,Water system pie and tank insulation and cooling systems line insulation. 1.Storage gas water heaters raked with an Energy Factor less than 0.58 mus,be externally wrapped with insulation hay an Installed thermal resistance of R-12 or greater X r 2.Back-up tanks for solar system,unfired storage tanks,or other indirect hot water tanks nave R-12 external insulation or R-16 internal insulation and indicated on tine exterior Of the tank Showing the R-value. 3.The followr piping is insulated accordiro to Table 150-/JB or n9 P 0 n9 _ Equation 15C4 Insulator ThiClxneSs: 1.rust 5 feet o`hot and cold water pipes closest to water heater tank,non-recirculating systerns.and entire length f '. of reeireulatino sections of hot water pipes shall be insulated to Table 1506. 2.COOEirvg system piping(Suction,ZIrkied water,oT brine fins),p'ipyng insulated between heating source and rr indirect hot%ater tank shalt be insulated to Table 150-B and Equation 150-A. 4.Staam hydronic In ating systems of hot water systems>15 psL meet requirement of.Table 123-A. S.Insulation must be protected from damage.including that due 10 SUMICIrIt.mosture.edui menl maintenance.and wind. 6.Insulation for chilled water piping and refrigeram suction piping includes a vapor retardant or is enclosed entirely in eoMitioned space. 7.Solar water heating snstarnSlcollecl ons are certified by the Solar P,atinc and Ce:liFication Comoration, t 4150(trl Ducts and Farts 1..NI ducts and plenums installed,sealed and insulated to meet the requirement at the Ctv1C Sections 601.SM.603. s 604,605 and Standard o-5:$apply air and retum•ac ducts and plenums are insulated to a minimum installed level of R4.2 or enclosed entirely in conditioned space.Openings Shall be sealed with mastic,tope Or other duel .losure r system that meets the applicable requirements of UL 181.UL 1BtA,or IJL 181E oT aerosol sealant that meets the requirements of UL 723.If mastic or tape is used to seal openings greater than 1 f4 Inch,the combination W mastic t' and either mesh cr fame shatl be used. X 2.Building cavities,support platforms for air handlers,and plenums defined or constructed with materials other than sealed sheet metal,duct board or flexible duct shall not be used for conveying conditioned air.Building cavities and support platforms may contain ducts.Ducts installed in carAties and support platforms shall not be compressed to cause reduotiore in the cross-sectional area Of the ducts. 3.Joints and searn s of duct systems and their components shall not be sealed with cloth back rubber adhesive duct , sepses unless such lope Is Used in combination with mash:and draw bands. X 1 J 4.Exhaust fan systems have back draft or automatic dam^er5. X 5.Gtavliy venWafing systems serving con0iboned space have eithe:automatic or readily accessible,manually operated dampers. X_ q 6-Protection of Insulation,Insulation shall be protected from damage,including that due l0 Sunlight,moisture, I x equipment maintenance.and wind.Cenular foam insulation Shall be protected as above or painted with z coating that a is water retardant and pnbvides shielding from solar radiation that can cause dedradalion of the material. X 7.Flexible duMS Cannot have porous inner cores_ X 114:Pool and Spa Healing Svstems and Equipment. X 1 1.A thermal efficiency that campbes with the Appliance Efficiency Regulations.on-off switch mounted outside of the healer,weatherproof operatina instructions,no electric resistance heatiD2 and no plot tight 2.System d insWled with: a.kt*eat 36'of pipe between fitter and healer for iufum War healing_ - b.Cover for outdoor pools or outdoor s es. _ 3.Pod system has directional inlets and a circulation pume time switch. §115:Gas fired central furnaces,pool beaters,spa heaters a household cogking appliances have no dontirruousl burin i'd'hahL(FxttDliOn:Non-electrical coming appliances with pilot 750 Btulhr 118 f :Cool Root material meets edified criteria. Liahtimp Measures: §150(k)l:HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID:contain only high efficacy lamps as oudmed fn Table 150-C,and do not contain a medium screw base socket(E241E26).Ballast for tamps 13 watis or orgalar are electronic and have an output frefluency no less than 20 Y,Hz X §150(k)1:HIGH EFFICACY LUMINAIRES-OUTDOOR HID:contain only high efncacy lamps as outlined in Table 15C-C.nerdwired ballasts and B the ballast is electromaoneflc has a medium screw base sa-.ket §150(k)3:Permanently installed luminaires in kitchens shall be high efficacy luminaires-up to 50 percent of the total rated wattage of permanently installed luminaires(based on nominal rated wattage of high efficacy,lamps)in kitchens x may be in iuminaires that are not high efficacy luminaires,provided that these luminaires are controlled by switches a Separate from those conlrollinq the high efficacy luminaires- X ' §153(k)3.Permanently Installed luminaires in bathroom=_,garages,laundry rooms utility rooms shall be high efficacy luminaires.OP,are controlled by an occupant sensors{cenh;ed to comply with Section 119(d)that does not lung on aummatically or have an always on option. X §150(k}a:Permanently installed luminaries located other than in khchsns,bathrooms,garages,laundry rooms,and utility rooms shall be high efficacy luminaires(except clnsets less than 70114.4 OR are controlled by 6 dimmer switch OR are = controlled by an occupant sensor that complies with Section tl%d)that dos not turn on automatically or have an T 1 always on cofion. X r §150(k)5:Luminaires that are recessed into insulated ceilings are aporoved for zern cleararte insuafion eovs-r(IC)and are «d rated to ASTM E263 and Labeled as air light(AT)to less than 2.0 CFM e:75 Pascals. §150(k)E Luminaires providing outdoor Ilghbng and permanently mounted ko a residential building of to other bu➢dings on the same lot shall be hibh efficacy luminaires;(not intruding lighting around swimming poctsiwater iewure,or other v Article 680 locations)OR are wrttrolled by occupant sensors with integral photo control certified to comply with Sedlon t 19f dl. X §150(k)7:Llohtft for perking lots for B ar mor.venidis shall have li?hbmg that complies with Sec.130,132•and 147. ,� Liatntvmo for afkinc garages B o:more vehicles shall nave hghbne that comOhs with Sec.130.t31.and 140. 6150(k)6:Pammanently installed lighting in the enclosed,nun-dwelling spaces of iow-nse rasa n4a1 bu ldar_s with ipu x more dwelling uni_shall be high efficacy luminaires OR are controlled by occupant sensorts)cetined to comply with X Section 119!dt- DECEMBER 2b05 ,/? T10,N1 DER 'I1 LCA'FE C -6R Site Address 1 Permit Number 1 Installation certificates(CF-6R)are required for eacli•and every dwelling unit.When the installation of measures that require field verification.and diagnostic testing is complete,the builder or the builder's subcontractor shall complete diagnostic testing and the procedures specified in this section. When the installation is complete,the builder or the builder's subcontractor shall complete the CF-6R(Installation Certificate),and keep it at the building site for review by the building ' department.Tne builder also shall provide a copy of the Installation Certificate to the HERS rater for any measures requiring field verification and diagnostic testing,per Section I0-103(a), WATER HEATING SYSTEMS: Distribution CEC Certified Type lii of Rated Input Extemal Heater Mfr Name& (Sid,Point- Recirculation, Identical (kw or Tank Volume Efficiency Standby Insulation T e Model Numb- of-Use,etc) Control Type Systems Btu/110 (gallons (EF,RE)Z Loss(1/6)- R-values 1 1 For small gas storage(rated input of less than or equal to 75,000 Btu/hr),electric resistance and heat pump water heaters,list Energy Factor(EF).For large gas storage water heaters(rated input of greater than 75,000 Btu/lu),list Recovery(RE),Thermal Efficiency,Standby Loss and Rated Input. For instantaneous gas water heaters,list Thermal Efficiency and Rated Input. 2. R-12 external insulation is mandatory for storage water heaters with an energy factor of less than 0.58. Kitchen Piping: ' if indicated on the CF-lR,all hot water piping>3/4 inches in diameter that runs from the hot water source to the kitchen Fixtures is insulated. Faucets&Shower Hoods: All faucets and showerheads installed are certified to the Energy Commission,pursuant to Title 24,Par!6,Section 111. Central Water Heating in Buildings with Multiple Dwelling Units(required for prescriptive) ✓ El All hot water piping in main circulating loop is insulated to requirements of§1500) ❑Central hot water systems serving six or fewer dwelling units which have(1)less than 25'of distribution piping outdoors;('2)zero distribution piping underground;(3)no recirculation pump;and(4)insulation on distribution piping that meets the requirements of Section 1500) ❑Central hot water systems serving more than 6 dwelling units-presence of either a time control or a timcItemperature control ✓ ❑ 1, the undersigned, verify that equipment listed above my signature is: 1) the actual equipment installed; 2) equivalent to or more efficient than that specified in the certificate of compliance(Form CF-1R)submitted for compliance ' with the Enerv;Efficiency Standards for residential buildings; and 3) equipment that meets or exceeds the appropriate requirements for manufactured devices(from the Appliance Efficiency Regulations or Part 6),where applicable. Installing Subcontractor(Co.Name)OR General Contractor(Co.Name)OR Owner ' Signature: Date: Copies to:BUILDING DEPARTT4ENT,HERS R4TER(IF APPLICABLE)BUILDING ONN'NER AT OCCUP.4-NCY Residential Compliance Forms September 2005 parmi. Number ^' iPSta.11atio-, Cmtlflcat�is-cO.lSi �d i0 be DSt�'�a:t_re bLTi1Eng site or-fide ai'3_�al l�for all "apFop-late inSp-, oT S. ir'LioLiu?t on we,-NidBd on tilts form is mqui;e'J)After Completion of final inSY:Cuou,a copy mud be provided to the building d.}parrrz,a:t(upon iequest) aid tha bul CUM g ov7-15T ai oCCtlpailCV,nee S5CtiL0n 14-iO3(a). A-TION/GLA 1-7 Total A�lz-lizLacL�e,rJ3rand i i quantity of Area let.—.;or ' ldalTie Produrs iy-hrsn; ?rodu_t SidvC =of Like Product Square ShadingDeviCe CosnmentslLocatioal (GP.DIJP LUM RCDUCTS) (5 CF-!K value)' (sCF-iRVAIU 2 Panes 'O ri- Feet or Ov:rhang SDxial Featues I• I I r4 I 1 7. 9. r 10. ]1. I 12. 13. lei. 1s. `�Use values from a fenestration product's NFRC label_For fenestration products without anNFKC label,use the default ' .-.Iues from Section 116 of the Bnmgy Efnciency Standards. '1 Installed U-factor must be less than or equal to values from.CF-IR installed SHGC must be less than or equal to values from CF-I-R,or a shading devic-(exterior or overhang)is installed as specified on the CF-1R. Alternatively,installed r weighted r,,trage U-factors for the total fenestration area are less than or equal to values from CF-1R.If using default table, SHGC values from§116 identify whether tinted or not. ' 1, the undersigned, verif, that the fcnestration/glazing listed above my signature: 1) iS the actual fenestration product installed;2)is equivalent to or has a lower U-factor and lower SHGC than that specified in th-certificate of compliance (Form CF-1R) submitted for compliance vAth the Enaggy Ejffi iencp Standards for residential buildings, and 3) the product meets or exceeds the appropriate requirements for manufactured devices(from Part 6),where applicable. r Item Ts Sipature Date histalling Subcontractor(Co.Name)OR r (if applicable) General Contractor(Co.Name)OR Owner OR Window Distributor Item ft Signature Date Installing Subcontractor(Co.Name)OR (if applicable) General Contractor(Co.Name)OR Owner OR Window Distributor rItem rs Signature 1?ate Installing Subcontractor(Co.Name)OR (if applicable) General Contractor(Co.Name)OR Owner OR Window Distributor ' COPY TO: Building Department I? P�S Rater(if applicable) Building 0-,Amer at Occupancy P.esidential Gampliance>erns 1`1arch 2005 �2 __w�o'_i'.SS i?r�ac luwi�bwr },1 insta is-tlon ceiLTlc'ra-.e is mqui ed to'U--posited at t_he ui!&L1r site;or na ade a,ailibj c for all ap rOprieL.iai specriOns. ( 1' L_G` 'ctiOr!prGi%:ded on t_1i3 form, 15 raqurec� 1:eT COs=1Yi tiGZ Oi-irial I '�rCuO7t,a cOD-1 Must be pr o-,idad`to the building dw7arL--rent(upon requeS)and the buldirlg owner at occupancy,our Stci:ion 10-103(a), ' CEC Cerifted Ka. pf �r;icieoc} , uuet Duel or Heating ?ieatin�quip T3 p me ande Na WDdel Ideati cal (°FUF etc.) Location Piping Load Capacity, (pkg.heat pump) Nurnber 8'stems (?CF•1R value) (attic etc.} R-value (Ptu/hr) (Btulhr) —I L ' CoaIirzg E'c�uiarrzerzf ' CEC Certified Mir. �of Efficiency Duct EgtupT}pe Name and 1,4060 Identical or �)i Cooling Cooling Locatizati on Duct Load Capacity ( l- .beat um ) Number Systems (>_CF-1R value) (attic,etc.) R-value (3 ) (Btulhr 1 I 1. >symbol reads d-eater than or equal to what is indicated on the CF-iP,value. Include both SEER and EER if corpliance credit for high EER air conditioner is claimed. 1,the undersigned, verify that equipment listed above is: 1)is the actual equipment'installed, 2)equivalmit to or more efficient than that specified in the certificate of compliance(Form CF-1R) submitted for compliance with the Energy EIjiciency Standards for residential buildings,and 3)equipment that meets or exceeds the appropriate requirements for imanufactured de-,rices(from the Appliance Efficiency Regulations or Part 6} where applicable. Signature,Date Installing Subcontractor(Co.Name) OR General Contractor(Co.Name)OR Ovmtr COPY TO: Building Department HERS Rater(if applicable) "Building Owner al Occupancy 1 1 P.esidenti 1 Compliance Fo:,.5 March 20D5 �3 IIq-3T_kLLATM_N_ CLR TEFIC :TE (Page 4 of 12) C P_(59 Site address e;mit Number INST,24LLLER COMPLIANCE NCE S T ITEMIE T T FOR DUCT LEAKAGE 1NST4.LL) R C0R l?Ll_M4C11 STATEMENT 1 The building was:✓ ❑Tested at Final ✓ 13 Tested at Rough-in INSTALLER ViSUAL INSFECT10€4 AT FINAL CONSTRUCTION STAGE: ❑ Remove at least one supple and one return register;and verify that the spaces between the register boot and the interior ' finishin3 wall are properly sealed. ❑ If the house rough-in duct leakage test was conducted without an air handler installed,inspect the connection points between the air handler and the supply and return plenums to verify that the connection points are properly sealed. ❑Inspect all joints to ensure that no cloth backed rubber adhesive duct tape is used ❑New Distribution system is fully ducted(i.e..does not use building cavities as plenums or platforms returns in lieu of ducts). ✓ ® DUCT LEAKAGE REDUCTION ' Procedvfes or Feld verifcetion ar_d dioar:osdc lesting of air tGstribution systems are available in k4CM,Appendix RC4.3 NEW CONSTRUCTION: Duct Pressurization Test Results(CFM @ 25 Pa) Measured ' Values , a I Enter Tested Leakage Flow in CFM. Fan Flow:Calculated(Nominal: ✓ ❑ Cooling✓❑Heating)or✓❑Measured 1 2 If Fan Flow is Calculated as 400 cfm/ton x number of tons or as 21.7 cfm/(kBtu/hr)x Heating Capacity in Thousands of Btu/hr,enter total calculated or measured fan flow in CFM here: ✓ ✓ Pass if Leakage Percentages 6%for Final or<_4%at Rough-in:l00 x (Line# 1)/ (Line#2) ❑ 1'ss El Fail ALTERATIONS:Duet System and/or&CV AC Equipment Change-Out Enter Tested Leakage Flow in CFM from Pre-Test of Existing Duct System Prior to Duct 4 System Alteration and/or Equipment Change-Out. Enter Tested Leakage Flow in CFM from Final Test of New Duct System or Altered Duct ,. System for Duct System Alteration and/or Equipment Change-Out. Enter Reduction in Leakage for Altered Duct System c 6 Line#4) Minus (Line#5} _ (OnI if A licable) Enter Tested Leakage Flow in CFM to Outside(Only if Applicable) v/ V/ Entire New Duct System-Pass if Leakage Percentage<_6%for Final ' 100 x f (Line#5)/ Line#2) ❑Pass ❑Fail TEST OR VERIFICATION STANDARDS: For Altered Duct System and/or HVAC Equipment Change- Out Use one of the following four Test or Verification Standards for compliance: ' 9 Pass if Leakage Percentage<_15% [100 x [ (Line#5)/ (Line#2)]] ❑ Pass ❑ Fail 1 Pass if Leakage to Outside Percentage 5 10%[100 x[_ (Line#7)/ (Line#2)]] ❑ Pass ❑ Fail Pass if Leakage Reduction Percentage�!60%[100 x[ (Line#6)/ (Line#4)1] 11 and Verification by Smoke Test and Visual Inspection ❑Pass ❑ Fail 12 Pass if Sealin of all Accessible Leaks and Verification by Smoke Test and Visual Inspection _ at._. ,� ❑Pass ❑ Fail Pass if One of Lines#9 through#12 pass fLS5r` ❑Pass ❑ Fail ' ✓ 111,the undersigned,verify that the above diagnostic test results were performed in conformance with the requirements for compliance credit.1,the undersigned,also certify that the newly installed or retrofit Air-Distribution System Ducts,Plenums and Fans comply with Mandatory requirements specified in Section 150(m)of the 2005 Building Energy Efficiency standards. ' lnstailino Subcontractor(Co.Name)OR General Contractor(Co.Name)OR Owner ' Signature: Date: Copies to:BVILDLNG DEPART�9_N'T,HERS RATER(IF A.PPLICABLE)BUILDING ORr.NT-R AT OCCUPANCY Residential Compliance Forms September 2005 �y CRERTMVICATZ T'aae j 7f 12) ti.F-6.R Site A d ress i'ei-mit Nm bar ' tf T__-_w L OS T ATrC�KD.3NSIE3ly rrocedtrres f0Y j"i?Jd Lion aJ"thermC.sta,ic izz ansl.on valves are Lvaitable in -A c1d,.!Ryendix Rr Access is prcvid�_d for inspection.The procedure shall coussst of visual verinca-ion that$'ie TXV is installed on ❑ Yes ❑No r'oe system and installation of the specific equipment I] ❑ f shah be veri5ed. 1 Yes is a bass Pis Fzil 13 REFR,IGERANT CELARGE NMkSURE-MaNT Veri5cation for Required Refrigerarit Charge and Adequate Airflow for Split System Space Cooling Systems cAthout Thermostatic Ex. anion Valves Outdoor Uriit Serial Location Outdoor Unit Make Outdoor Unit Model ' Cooling Capacity $ Date of Varm-cation Date of Refrigerant Gauge Calibration (must be checked monthly) ' Date of Thermocouple Calibration (must be cbecktd monthly) Standard Charge MeasuremeDt Procedure(outdoor air drv-bulb 55°F and above): Procedures for Determining Re;Plgeram Charge using the Standard Method are available in RACh1 Appendix RD2. 1<tote:The system should be installed and charged in accordance-with the manufacturer's speci.5cations before startin;this procedure. ' Measured Temperatures SuPPIY(evaporator leaving)air dry-bulb temperature(TsuPP)y, F ' Return(evaporator entering)air dry-bulb temperature(Tretum,db) OF Return(evaporator entering)air wet-bulb temperature(Tr eturn,wb) ' x Evaporator saturation temperature(Tevaporator,sat) �p ' Suction line temperature(Tsuctioa,db) °F Condenser(entering)air dry-bulb temperature(Tcondenser,db) �p ' Super-heat Char e Method Calculatior s for Refr v,erant charge Actual Superheat =Tsucb on,db—Tevaporator,sat OF Target Superheat(from Table RD-2) r Actual Superheat—Target Superheat (System passes if between-d and+5'F) Temperature Spit Method Calculations for Adequate.kirflow Split hlethod Calculation is not nacessmy if Ade uate.4irflow credit is taken Actual Temperature Split =T retum,db Tsupply,db nF ' Target Temperature Split(from Table RD3) of Actual Temperature Split Target Temperature Split (System passes if between- Or 3 and+;°r or,u on reineasurefnent, ifbei�reen -3°F and-lOD°�'} 1 ltesidentizl Cornplitr,ce Fora-is Ma.-ch 2005 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 1 roject Title. . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 13 roject Address . . . . . . . . PLAN 1979 ******* LAKE ELSINORE -- CZ 10 *v7 . 10* documentation Author. . . DIANE LAZARD ******* Buil ing �.Permt ConSol 7407 Tam O' Shanter Dr Ste 200 Plan Check Date Stockton, CA 95210 209-473-5000 Field Check Date t1imate Zone. . . . . . . . . . . 10 Compliance Method. . . . . . MICROPAS7 v7 . 10 for 2005 Standards by Enercomp, Inc . MICROPAS7 v7 . 10 File-CFJRCI Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 1979 MICROPAS7 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance (kTDV/sf-yr) Design Design Margin ' Space Heating. . . . . . . . . . 9 . 05 7 . 86 1 . 19 Space Cooling. . . . . . . . 23 . 60 19 . 95 3 . 65 Water Heating. . . . . . . . . . 12 . 13 11 . 75 0 . 38 ' North Total 44 . 78 39 . 56 5 .22 Space Heating. . . . . . . . . . 9 . 05 8 . 05 1 . 00 Space Cooling. . . . . . . . . . 23 .60 20 . 94 2 . 66 ' Water Heating. . . . . . . . . . 12 . 13 11 . 75 0 . 38 East Total 44 . 78 40 . 74 4 . 04 Space Heating. . . . . . . . . . 9 . 05 8 . 51 0 . 54 Space Cooling. . . . . . . . . . 23 . 60 18 . 84 4 . 76 Water Heating. . . . . . . . . . 12 . 13 11 . 75 0 . 38 ' South Total 44 . 78 39 . 10 5 . 68 Space Heating. . . . . . . . . . 9 . 05 8 . 30 0 . 75 I Space Cooling. . . . . . . . . . 23 . 60 19 . 53 4 . 07 Water Heating. 12 . 13 11 . 75 0 . 38 West Total 44 . 78 39 . 58 5 .20 *** Building complies with Computer Performance *** *** HERS Verification Required for Compliance *** ' GENERAL INFORMATION ' HERS Verification. . . . . . . . . . Required Conditioned Floor Area. . . . . 1979 sf Building Type . . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Fuel Type . . . . . . . . . . . . . . . . . NaturalGas Building Front Orientation. Cardinal - N, E, S ,W Number of Dwelling Units . . . 1 ' Number of Building Stories . 2 Weather Data Type . . . . . . . . . . FullYear CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 2 Project Title. . . . . . . . . . FOX & JACOBS Q RC II Date _ . 04/06/06 07 : 52 : 13 MICROPAS7 v7 . 10 File-CFJRCI Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 1979 Floor Construction Type. . . . Slab On Grade Number of Building Zones . . . 1 1 Conditioned Volume . . . . . . . . . 16399 cf Slab-On-Grade Area. . . . . . . . . 921 sf Glazing Percentage . . . . . . . . . 15 . 4 % of floor area Average Glazing U-factor . . . 0 . 35 Btu/hr-sf-F 1 Average Glazing SHGC. . . . . . . 0 . 3 Average Ceiling Height . . . . . 8 . 3 ft BUILDING ZONE INFORMATION Floor # of # of Cond- Thermo- Vent Vent Verified Area Volume Dwell Peop- it- stat Height Area Leakage or Zone Type (sf) (cf) Units le ioned Type (ft) (sf) Housewrap Residence 1979 16399 1 . 00 8 . 0 Yes Setback 8 . 0 Standard No OPAQUE SURFACES U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location/ Surface Type (sf) or R-val R-val Azm Tilt Reference Comments 1 Wall Wood 364 0 . 102 13 0 0 90 Yes IV. 9 A3 Front Wall 1 2 Wall Wood 400 0 . 102 13 0 90 90 Yes IV. 9 A3 Left Wall 3 Wall Wood 542 0 . 102 13 0 180 90 Yes IV. 9 A3 Back Wall 4 Wall Wood 322 0 . 102 13 0 270 90 Yes IV. 9 A3 Right Wall 5 Wall Wood 171 0 . 102 13 0 0 90 No IV. 9 A3 Garage Wall 6 Wall Wood 115 0 . 102 13 0 0 90 No IV. 9 A3 2x6 Garage 7 Door Wood 20 0 . 160 0 0 0 90 Yes DOOR Insul Entry Dr 8 Door Wood 18 0 . 500 0 0 0 90 No IV. 28 A4 Garage Door 9 FloorExt Wood 182 0 . 064 13 0 n/a 0 No IV. 21 A3 Above Garage 10 Roof Wood 1053 0 . 025 38 0 n/a 0 Yes IV. 1 A18 Flat w/ Attic 11 Roof Wood 50 0 . 048 19 0 n/a 0 Yes IV. 1 A14 At Furnace PERIMETER LOSSES 1 Appendix Length F2 Insul Solar IV Location/ Surface (ft) Factor R-val Gains Reference Comments 12 SlabEdge 109 0 . 730 R-0 No EDGE.EXT To Outside 1 13 SlabEdge 38 0 . 730 R-0 No EDGE.EXT To Garage 1 -ERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 3 roject Title. . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 13 MICROPAS7 v7 . 10 File-CFJRCI Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 1979 FENESTRATION SURFACES ' Exterior Area U- Act Shade rientation (sf) factor SHGC Azm Tilt Type Location/Comments 1 Wind Front (N) 6 . 0 0 .330 0 . 310 0 90 Standard Fl/FIXED / VINYL / SSGLZ 2 Wind Front (N) 20 . 0 0 . 360 0 .280 0 90 Standard F2/SLIDER / VINYL / SSGL 3 Wind Front (N) 12 . 0 0 . 360 0 . 300 0 90 Standard F3/SNGL HNG / VINYL / SS 4 Wind Front (N) 12 . 0 0 . 360 0 . 300 0 90 Standard F4/SNGL HNG / VINYL / SS 5 Wind Front (N) 12 . 0 0 . 330 0 . 310 0 90 Standard F5/FIXED / VINYL / SSGLZ 6 Wind Front (N) 20 . 0 0 . 360 0 . 280 0 90 Standard F6/SLIDER / VINYL / SSGL 7 Wind Left (E) 24 . 0 0 . 360 0 . 300 90 90 Standard Ll/SNGL HNG / VINYL / SS 8 Wind Left (E) 12 . 0 0 . 360 0 .300 90 90 Standard L2/SNGL HNG / VINYL / SS 9 Wind Left (E) 12 . 0 0 . 360 0 . 300 90 90 Standard L3/SNGL HNG / VINYL / SS 0 Wind Left (E) 12 . 0 0 . 360 0 . 300 90 90 Standard L4/SNGL HNG / VINYL / SS 1 Wind Left (E) 12 . 0 0 . 360 0 . 300 90 90 Standard L5/SNGL HNG / VINYL / SS 2 Door Back (S) 40 .2 0 . 330 0 . 340 180 90 Standard B1/PATIO DR / VINYL / SS 13 Wind Back (S) 12 . 0 0 . 360 0 . 280 180 90 Standard B2/SLIDER / VINYL / SSGL C6 4 Wind Back (S) 20 . 0 0 . 360 0 . 280 180 90 Standard B3/SLIDER / VINYL / SSGL 5 Wind Back (S) 20 . 0 0 .360 0 .280 180 90 Standard B4/SLIDER / VINYL / SSGL Wind Back (S) 6 . 0 0 . 360 0 . 300 180 90 Standard B5/SNGL HNG / VINYL / SS 17 Wind Right (W) 12 . 0 0 . 360 0 . 300 270 90 Standard R1/SNGL HNG / VINYL / SS �8 Wind Right (W) 40 . 0 0 . 360 0 .280 270 90 Standard R2/SLIDER / VINYL / SSGL OVERHANGS ' Window Overhang Area Left Right Surface (sf) Width Height Depth Height Extension Extension ' 1 Window 6 . 0 n/a 4 . 0 5 . 0 0 . 0 n/a n/a 2 Window 20 . 0 n/a 4 . 0 8 . 0 0 . 0 n/a n/a 3 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 1 4 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 5 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 5 n/a n/a 6 Window 20 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a ' 9 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 10 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 11 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 12 Door 40 . 2 n/a 6 . 7 1 . 0 1 . 3 n/a n/a ' 15 Window 20 . 0 n/a 4 . 0 1. 0 0 . 3 n/a n/a 16 Window 6 . 0 n/a 3 . 0 1 . 0 0 . 3 n/a n/a 18 Window 40 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a I CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 4 Project Title. . . . . . . . . . FOX & JACOBS @ RC II Date. . 04/06/06 07 : 52 : 13 MICROPAS7 v7 . 10 File-CFJRCI Wth-CTZ10S05 Program-FORM CF-1R User##-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 1979 , SLAB SURFACES Area Slab Type (sf) Standard Slab 921 HVAC SYSTEMS Verified 1 Number Verified Verified Verified Verified Maximum System of Minimum Refrig Charge Adequate Fan Watt Cooling Type Systems Efficiency EER or TXV Airflow Draw Capacity Furnace 1 0 . 800 AFUE n/a n/a n/a n/a n/a ACSplit 1 13 . 00 SEER No No No No No HVAC SIZING Verified , Total Sensible Design Maximum Heating Cooling Cooling Cooling System Load Load Capacity Capacity Type (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) Furnace 40841 n/a n/a n/a ACSplit n/a 25245 30273 n/a Orientation of Maximum. . . . . Front Facing 90 deg (E) Sizing Location. . . . . . . . . . . . LAKE ELSINORE Winter Outside Design. . . . . . 22 F ' Winter Inside Design. . . . . . . 70 F Summer Outside Design. . . . . . 100 F Summer Inside Design. . . . . . . 75 F Summer Range. . . . . . . . . . . . . . . 39 F DUCT SYSTEMS Verified Verified Verified System Duct Duct Duct Surface Buried Type Location R-value Leakage Area Ducts Furnace Attic R-4 . 2 Yes No No ACSplit Attic R-4 . 2 Yes No No CERTIFICATE OF COMPLIANCE : RESIDENTIAL COMPUTER METHOD CF-1R Page 5 �roject Title . . . . . . . . . . FOX & JACOBS @ RC II Date. . 04/06/06 07 : 52 : 13 MICROPAS7 v7 . 10 File-CFJRCI Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 1979 WATER HEATING SYSTEMS Number Tank External Heater in Energy Size Insulation Tank Type Type Distribution Type System Factor (gal) R-value 1 Storage Gas StandardNoInsul 1 0 . 60 50 R- n/a ' SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates HERS verified Duct Leakage . this is a multiple orientation building. This printout is for the front acing North. HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods and *** *** must be reported on the CF-4R installation certificate . *** ,Phis building incorporates HERS verified Duct Leakage . Target leakage is calculated and documented on the CF-4R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and hen must be retested. Alternatively, the compliance calculations could be edone without duct testing. If ducts are not installed, then HERS verification is not necessary. REMARKS UAL PANE, VINYL WITH SPECTRALLY SELECTIVE GLASS -FACTORS = 0 . 36 (SL) / 0 . 36 (SH) / 0 . 33 (FX) / 0 . 33 (PATIO) SHGC = 0 . 28 (SL) / 0 . 30 (SH) / 0 . 31 (FX) / 0 . 34 (PATIO) (EE MANUFACTURER' S SPECIFICATION SHEET LEVATION 'A' TAKEN AS WORSE CASE DUE TO GLAZING SCENARIO. I CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 6 roject Title . . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 13 MICROPAS7 v7 . 10 File-CFJRCI Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 1979 COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title-24 , Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. DESIGNER or OWNER DOCUMENTATION AUTHOR Name . . . . Name . . . . DIANE LAZARD Company. CENTEX HOMES Company. ConSol Address . 1265 CORONA POINTE COURT Address . 7407 Tam O'Shanter Dr Ste 200 CORONA, CA 92879 Stockton, CA 95210 Phone . . . (951) 479-9300 Phone. . . 209-473-5000 License. / Signed. . Signed. . ate ate ENFORCEMENT AGENCY Name. . . . ' Title. . . Agency. Phone . . . Signed. . ate 1 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 1 roject Title. . . . . . . . . . FOX & JACOBS @ RC II Date. . 04/06/06 07 : 52 : 17 roject Address . . . . . . . . PLAN 2400 ******* LAKE ELSINORE - CZ 10 *v7 . 10* documentation Author. . . DIANE LAZARD ******* Building Permit ConSol 7407 Tam O ' Shanter Dr Ste 200 Plan Check Date Stockton, CA 95210 209-473-5000 Field Check Date t-limate Zone. . . . . . . . 10 Compliance Method. . . . . . MICROPAS7 v7 . 10 for 2005 Standards by Enercomp, Inc . MICROPAS7 v7 . 10 File-CFJRC2 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2400 MICROPAS7 ENERGY USE SUMMARY ' Energy Use Standard Proposed Compliance (kTDV/sf-yr) Design Design Margin ' Space Heating. . . . . . . . . . 8 . 02 7 . 02 1 . 00 Space Cooling. 19 . 78 17 . 35 2 .43 Water Heating. . . . . . . . . . 10 . 93 10 . 64 0 .29 North Total 38 . 73 35 . 01 3 . 72 - Space Heating. . . . . . . . . . 8 . 02 7 .47 0 . 55 Space Cooling. . . . . . . . . . 19 . 78 18 . 82 0 . 96 Water Heating. . . . . . . . . . 10 . 93 10 . 64 0 . 29 East Total 38 . 73 36 . 93 1 . 80 Space Heating. . . . . . . . . . 8 . 02 7 . 79 0 .23 Space Cooling. 19 . 78 15 . 93 3 . 85 Water Heating. . . . . . . . . . 10 . 93 10 . 64 0 . 29 ' South Total 38 . 73 34 . 36 4 . 37 Space Heating. . . . . . . . . . 8 . 02 7 .43 0 . 59 ' Space Cooling. . . . . . . . . . 19 . 78 17 . 92 1 . 86 Water Heating. 10 . 93 10 . 64 0 . 29 West Total 38 . 73 35 . 99 2 . 74 *** Building complies with Computer Performance *** *** HERS Verification Required for Compliance *** GENERAL INFORMATION ' HERS Verification. . . . . . . . . . Required Conditioned Floor Area. . . . . 2400 sf Building Type . . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Fuel Type . . . . . . . . . . . . . . . . . NaturalGas Building Front Orientation. Cardinal - N, E, S ,W Number of Dwelling Units . . . 1 Number of Building Stories. 2 Weather Data Type . . . . . . . . . . FullYear a CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-lR Page 2 Project Title. . . . . . . . . . FOX & JACOBS @ RC II Date. . 04/06/06 07 : 52 : 17 MICROPAS7 v7 . 10 File-CFJRC2 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2400 ' Floor Construction Type. . . . Slab On Grade Number of Building Zones . . . 1 Conditioned Volume. . . . . . . . . 19596 cf Slab-On-Grade Area. . . . . . . . . 1053 sf Glazing Percentage. . . . . . . . . 12 % of floor area Average Glazing U-factor. . . 0 . 35 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0 .29 Average Ceiling Height . . . . . 8 . 2 ft BUILDING ZONE INFORMATION Floor # of # of Cond- Thermo- Vent Vent Verified Area Volume Dwell Peop- it- stat Height Area Leakage or Zone Type (sf) (cf) Units le ioned Type (ft) (sf) Housewrap Residence 2400 19596 1 . 00 6 .0 Yes Setback 8 . 0 Standard No OPAQUE SURFACES U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location/ Surface Type (sf) or R-val R-val Azm Tilt Reference Comments 1 Wall Wood 382 0 . 102 13 0 0 90 Yes IV. 9 A3 Front Wall 1 2 Wall Wood 516 0 . 102 13 0 90 90 Yes IV. 9 A3 Left Wall 3 Wall Wood 496 0 . 102 13 0 180 90 Yes IV. 9 A3 Back Wall 4 Wall Wood 376 0 . 102 13 0 270 90 Yes IV. 9 A3 Right Wall 5 Wall Wood 297 0 . 102 13 0 0 90 No IV. 9 A3 Garage Wall 6 Door Wood 20 0 . 160 0 0 0 90 Yes DOOR Insul Entry Dr 7 Door Wood 18 0 . 500 0 0 0 90 No IV. 28 A4 Garage Door 8 FloorExt Wood 319 0 . 064 13 0 n/a 0 No IV. 21 A3 Above Garage 9 Roof Wood 1322 0 . 025 38 0 n/a 0 Yes IV. 1 A18 Flat w/ Attic 10 Roof Wood 50 0 . 048 19 0 n/a 0 Yes IV. 1 A14 At Furnace PERIMETER LOSSES o Appendix Length F2 Insul Solar IV Location/ Surface (ft) Factor R-val Gains Reference Comments 11 SlabEdge 111 0 . 730 R-0 No EDGE .EXT To Outside 12 SlabEdge 39 0 . 730 R-0 No EDGE.EXT To Garage 1 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 3 roject Title. . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 17 MICROPAS7 v7 . 10 File-CFJRC2 Wth-CTZ10S05 Program-FORM CF-1R User##-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2400 FENESTRATION SURFACES ' Exterior Area U- Act Shade rientation (sf) factor SHGC Azm Tilt Type Location/Comments 1 Wind Front (N) 20 . 0 0 . 360 0 .280 0 90 Standard F1/SLIDER / VINYL / SSGL 2 Wind Front (N) 12 . 0 0 . 330 0 . 310 0 90 Standard F2/FIXED / VINYL / SSGLZ 3 Wind Front (N) 20 . 0 0 . 360 0 .280 0 90 Standard F3/SLIDER / VINYL / SSGL 4 Wind Front (N) 20 . 0 0 . 360 0 . 280 0 90 Standard F4/SLIDER / VINYL / SSGL 5 Wind Left (E) 12 . 0 0 . 360 0 . 300 90 90 Standard L1/SNGL HNG / VINYL / SS 6 Wind Left (E) 20 . 0 0 . 360 0 . 280 90 90 Standard L2/SLIDER / VINYL / SSGL 7 Wind Back (S) 40 . 0 0 . 360 0 .280 180 90 Standard Bl/SLIDER / VINYL / SSGL 8 Door Back (S) 40 .2 0 . 330 0 .340 180 90 Standard B2/PATIO DR / VINYL / SS 9 Wind Back (S) 12 . 0 0 . 360 0 .280 180 90 Standard B3/SLIDER / VINYL / SSGL 0 Wind Back (S) 40 . 0 0 . 360 0 .280 180 90 Standard B4/SLIDER / VINYL / SSGL 1 Wind Back (S) 12 . 0 0 . 360 0 . 300 180 90 Standard B5/SNGL HNG / VINYL / SS 2 Wind Right (W) 12 . 0 0 . 330 0 . 310 270 90 Standard Rl/FIXED / VINYL / SSGLZ 13 Wind Right (W) 8 . 0 0 . 360 0 . 300 270 90 Standard R2/SNGL HNG / VINYL / SS �4 Wind Right (W) 20 . 0 0 . 360 0 . 280 270 90 Standard R3/SLIDER / VINYL / SSGL OVERHANGS ' Window Overhang Area Left Right Surface (sf) Width Height Depth Height Extension Extension 2 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 3 Window 20 . 0 n/a 4 . 0 1 . 0 0 . 3 n/a n/a 4 Window 20 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a ' 10 Window 40 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 11 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 3 n/a n/a 12 Window 12 . 0 n/a 3 . 0 1 . 0 3 . 0 n/a n/a 14 Window 20 . 0 n/a 4 . 0 1 . 0 4 . 0 n/a n/a ' SLAB SURFACES Area ' Slab Type (sf) Standard Slab 1053 HVAC SYSTEMS Verified Number Verified Verified Verified Verified Maximum System of Minimum Refrig Charge Adequate Fan Watt Cooling Type Systems Efficiency EER or TXV Airflow Draw Capacity Furnace 1 0 . 800 AFUE n/a n/a n/a n/a n/a ACSplit 1 13 . 00 SEER No No No No No 1 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 4 Project Title. . . . . . . . . . FOX & JACOBS @ RC II Date. . 04/06/06 07 : 52 : 17 MICROPAS7 v7 . 10 File-CFJRC2 Wth-CTZ10S05 Program-FORM CF-1R User4-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2400 HVAC SIZING Verified Total Sensible Design Maximum Heating Cooling Cooling Cooling System Load Load Capacity Capacity , Type (Btu/hr) (Btu/hr) (Btu/hr) (Stu/hr) Furnace 45384 n/a n/a n/a ACSplit n/a 27232 32657 n/a Orientation of Maximum. . . . . Front Facing 90 deg (E) Sizing Location. . . . . . . . . . . . LAKE ELSINORE ' Winter Outside Design. . . . . . 22 F Winter Inside Design. . . . . . . 70 F Summer Outside Design. . . . . . 100 F Summer Inside Design. . . . . . . 75 F Summer Range. . . . . . . . . . . . . . . 39 F DUCT SYSTEMS 1 Verified Verified Verified System Duct Duct Duct Surface Buried Type Location R-value Leakage Area Ducts Furnace Attic R-4 .2 Yes No No ACSplit Attic R-4 . 2 Yes No No WATER HEATING SYSTEMS ' Number Tank External ' Heater in Energy Size Insulation Tank Type Type Distribution Type System Factor (gal) R-value 1 Storage Gas StandardNoInsul 1 0 . 60 50 R- n/a ' SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates HERS verified Duct Leakage . This is a multiple orientation building. This printout is for the front facing North. HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** 1 *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** CEC approved testing and/or verification methods and *** l� CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 5 �roject Title . . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 17 MICROPAS7 v7 . 10 File-CFJRC2 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2400 HERS REQUIRED VERIFICATION *** must be reported on the CF-4R installation certificate . *** chis building incorporates HERS verified Duct Leakage . Target leakage is alculated and documented on the CF-4R. If the measured CFM is above the arget, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance calculations could be tedone without duct testing. If ducts are not installed, then HERS erification is not necessary. REMARKS DUAL PANE, VINYL WITH SPECTRALLY SELECTIVE GLASS U-FACTORS = 0 . 36 (SL) / 0 . 36 (SH) / 0 . 33 (FX) / 0 . 33 (PATIO) tHGC = 0 . 28 (SL) / 0 . 30 (SH) / 0 . 31 (FX) / 0 . 34 (PATIO) EE MANUFACTURER' S SPECIFICATION SHEET LEVATION 'A' TAKEN AS WORSE CASE DUE TO OVERHANGS SCENARIO. 1 I CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 6 �roject Title. . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 17 MICROPA87 v7 . 10 File-CFJRC2 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2400 COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title-24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. ' DESIGNER or OWNER DOCUMENTATION AUTHOR Name . . . . Name. . . . DIANE LAZARD Company. CENTEX HOMES Company. ConSol ' Address . 1265 CORONA POINTE COURT Address . 7407 Tam O'Shanter Dr Ste 200 CORONA, CA 92879 Stockton, CA 95210 Phone. . . (951) 479-9300 Phone. . . 209-473-5000 License . / , ! Signed. . Signed. . date ate ' ENFORCEMENT AGENCY Name . . . . ' Title. . . Agency. Phone . . . ' Signed. . ate 1 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 1 roject Title. . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 :20 roject Address . . . . . . . . PLAN 2613 ******* LAKE ELSINORE - CZ 10 *v7 . 10* documentation Author . . . DIANE LAZARD ******* Building Permit ConSol 7407 Tam O'Shanter Dr Ste 200 Plan Check Date Stockton, CA 95210 209-473-5000 Field Check Date Ilimate Zone . . . . . . . . . . . 10 Compliance Method. . . . . . MICROPAS7 v7 . 10 for 2005 Standards by Enercomp, Inc . MICROPAS7 v7 . 10 File-CFJRC3 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX' HOMES - PLAN 2613 MICROPAS7 ENERGY USE SUMMARY ' Energy Use Standard Proposed Compliance (kTDV/sf-yr) Design Design Margin Space Heating. : : : : : : : : : 7 . 89 6 . 90 0 . 99 Space Cooling. 19 . 40 17 . 07 2 . 33 Water Heating. . . . . . . . . . 10 .24 9 . 99 0 .25 1 North Total 37 . 53 33 . 96 3 . 57 Space Heating. . . . . . . . . . 7 . 89 7 . 20 0 . 69 Space Cooling. . . . . . . . . . 19 .40 18 .40 1 . 00 ' Water Heating. . . . . . . . . . 10 .24 9 . 99 0 . 25 East Total 37 . 53 35 . 59 1 . 94 Space Heating. . . . . . . . . . 7 . 89 7 . 81 0 . 08 Space Cooling. 19 .40 15 . 85 3 . 55 Water Heating. . . . . . . . . . 10 .24 9 . 99 0 .25 South Total 37 . 53 33 . 65 3 . 88 Space Heating. . . . . . . . . . 7 . 89 7 . 56 0 . 33 ' Space Cooling. . . . . . . . . . 19 .40 16 . 91 2 .49 Water Heating. 10 .24 9 . 99 0 . 25 West Total 37 . 53 34 .46 3 . 07 ' *** Building complies with Computer Performance *** *** HERS Verification Required for Compliance *** GENERAL INFORMATION t HERS Verification. . . . . . . . . . Required Conditioned Floor Area. . . . . 2613 sf Building Type . . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Fuel Type . . . . . . . . . . . . . . . . . NaturalGas Building Front Orientation. Cardinal - N, E, S,W Number of Dwelling Units . . . 1 Number of Building Stories . 2 Weather Data Type. . . . . . . . . . FullYear CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 2 Project Title. . . . . . . . . . FOX & JACOBS 0 RC II Date. . 04/06/06 07 : 52 : 20 MICROPAS7 v7 . 10 File-CFJRC3 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2613 1 Floor Construction Type . . . . Slab On Grade Number of Building Zones . . . I Conditioned Volume . . . . . . . . . 21318 cf Slab-On-Grade Area. . . . . . . . . 1124 sf Glazing Percentage. . . . . . . . . 12 . 1 % of floor area Average Glazing U-factor. . , 0 . 36 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0 . 3 Average Ceiling Height . . . . . 8 .2 ft BUILDING ZONE INFORMATION Floor # of # of Cond- Thermo- Vent Vent Verified Area Volume Dwell Peop- it- stat Height Area Leakage or Zone Type (sf) (cf) Units le ioned Type (ft) (sf) Housewrap Residence 2613 21318 1 . 00 10 . 0 Yes Setback 8 . 0 Standard No OPAQUE SURFACES U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location/ Surface Type (sf) or R-val R-val Azm Tilt Reference Comments 1 Wall Wood 350 0 . 102 13 0 0 90 Yes IV. 9 A3 Front Wall ' 2 Wall Wood 540 0 . 102 13 0 90 90 Yes IV. 9 A3 Left Wall 3 Wall Wood 496 0 . 102 13 0 180 90 Yes IV. 9 A3 Back Wall 4 Wall Wood 399 0 . 102 13 0 270 90 Yes IV. 9 A3 Right Wall 5 Wall Wood 50 0 . 102 13 0 270 90 Yes IV. 9 A3 2x6 Right Wall 1 6 Wall Wood 240 0 . 102 13 0 0 90 No IV. 9 A3 Garage Wall 7 Wall Wood 68 0 . 102 13 0 0 90 No IV. 9 A3 2x6 Garage 8 Door Wood 20 0 . 160 0 0 0 90 Yes DOOR Insul Entry Dr 9 Door Wood 18 0 . 500 0 0 0 90 No IV.28 A4 Garage Door 10 FloorExt Wood 396 0 . 064 13 0 n/a 0 No IV. 21 A3 Above Garage 11 Roof Wood 1470 0 . 025 38 0 n/a 0 Yes IV. 1 A18 Flat w/ Attic 12 Roof Wood 50 0 . 048 19 0 n/a 0 Yes IV. 1 A14 At Furnace PERIMETER LOSSES Appendix 1 Length F2 Insul Solar IV Location/ Surface (ft) Factor R-val Gains Reference Comments 13 SlabEdge 115 0 . 730 R-0 No EDGE.EXT To Outside 14 SlabEdge 41 0 . 730 R-0 No EDGE.EXT To Garage V-0 1 `ERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 3 roject Title. . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 :20 MICROPAS7 v7 . 10 File-CFJRC3 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2613 ' FENESTRATION SURFACES Exterior Area U- Act Shade ,krientation (sf) factor SHGC Azm Tilt Type Location/Comments 1 Wind Front (N) 20 . 0 0 . 360 0 .280 0 90 Standard Fl/SLIDER / VINYL / SSGL 2 Wind Front (N) 20 . 0 0 . 360 0 .280 0 90 Standard F2/SLIDER / VINYL / SSGL ' 3 Wind Front (N) 20 . 0 0 . 360 0 . 280 0 90 Standard F3/SLIDER / VINYL / SSGL 4 Wind Front (N) 20 . 0 0 . 360 0 . 280 0 90 Standard F4/SLIDER / VINYL / SSGL 5 Wind Left (E) 20 . 0 0 . 360 0 . 280 90 90 Standard L1/SLIDER / VINYL / SSGL 6 Wind Left (E) 12 . 0 0 . 360 0 . 280 90 90 Standard L2/SLIDER / VINYL / SSGL 7 Wind Left (E) 12 . 0 0 . 360 0 . 310 90 90 Standard L3/SNGL HNG / VINYL / SS 8 Wind Left (E) 24 . 0 0 . 360 0 . 310 90 90 Standard L4/SNGL HNG / VINYL / SS 9 Door Back (S) 40 . 2 0 . 330 0 . 340 180 90 Standard Bl/PATIO DR / VINYL / SS 0 Wind Back (S) 40 . 0 0 . 360 0 .280 180 90 Standard B2/SLIDER / VINYL / SSGL 1 Wind Back (S) 20 . 0 0 . 360 0 .280 180 90 Standard B3/SLIDER / VINYL / SSGL 2 Wind Back (S) 20 . 0 0 . 360 0 .280 180 90 Standard B4/SLIDER / VINYL / SSGL 13 Wind Back (S) 12 . 0 0 . 360 0 . 310 180 90 Standard B5/SNGL HNG / VINYL / SS 4 Wind Back (S) 12 . 0 0 . 360 0 . 310 180 90 Standard B6/SNGL HNG / VINYL / SS 5 Wind Right (W) 12 . 0 0 . 360 0 . 310 270 90 Standard R1/SNGL HNG / VINYL / SS 6 Wind Right (W) 12 . 0 0 . 360 0 . 310 270 90 Standard R2/SNGL HNG / VINYL / SS ' OVERHANGS Window - overhang ' Area Left Right Surface (sf) Width Height Depth Height Extension Extension 1 Window 20 . 0 n/a 4 . 0 6 . 0 0 . 5 n/a n/a ' 2 Window 20 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 3 Window 20 . 0 n/a 4 . 0 1 . 0 1 . 0 n/a n/a 4 Window 20 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 7 Window 12 . 0 n/a 4 . 0 1 . 0 4 . 5 n/a n/a t 8 Window 24 . 0 n/a 4 . 0 1 . 0 4 . 0 n/a n/a 9 Door 40 .2 n/a 6 . 7 1 . 0 1 . 3 n/a n/a 12 Window 20 . 0 n/a 4 . 0 1 . 0 1 . 0 n/a n/a ' 13 Window 12 . 0 n/a 3 . 0 1 . 0 0 . 8 n/a n/a 14 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 15 Window 12 . 0 n/a 4 . 0 1 . 0 4 . 5 n/a n/a 16 Window 12 . 0 n/a 4 . 0 1 . 0 4 . 5 n/a n/a ' SLAB SURFACES Area ' Slab Type (sf) Standard Slab 1124 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 4 Project Title. . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 20 MICROPAS7 v7 . 10 File-CFJRC3 Wth-CTZ10S05 Program-FORM CF-1R User##-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2613 HVAC SYSTEMS Verified Number Verified Verified Verified Verified Maximum System of Minimum Refrig Charge Adequate Fan Watt Cooling Type Systems Efficiency EER or TXV Airflow Draw Capacity Furnace 1 0 . 800 AFUE n/a n/a n/a n/a n/a ACSplit 1 13 . 00- SEER No No No No No ' HVAC SIZING Verified Total Sensible Design Maximum Heating Cooling Cooling Cooling System Load Load Capacity Capacity Type (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) Furnace 48669 n/a n/a n/a ACSplit n/a 29640 35544 n/a ' Orientation of Maximum. . . . . Front Facing 90 deg (E) Sizing Location. . . . . . . . . . . . LAKE ELSINORE Winter Outside Design. . . . . . 22 F Winter Inside Design: . . . . . . 70 F Summer Outside Design. . . . . . 100 F Summer Inside Design. . . . . . . 75 F Summer Range . . . . . . . . . . . . . . . 39 F DUCT SYSTEMS Verified Verified Verified , System Duct Duct Duct Surface Buried Type Location R-value Leakage Area Ducts Furnace Attic R-4 .2 Yes No No ' ACSplit Attic R-4 . 2 Yes No No WATER HEATING SYSTEMS Number Tank External Heater in Energy Size Insulation I Tank Type Type Distribution Type System Factor (gal) R-value 1 Storage Gas StandardNoInsul 1 0 . 60 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS ' *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** verified during plan check and field inspection. *** This building incorporates HERS verified Duct Leakage. 4 I CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 5 roject Title . . . . . . . . . . FOX & JACOBS @ RC II Date. . 04/06/06 07 : 52 : 20 MICROPAS7 v7 . 10 File-CFJRC3 Wth-CTZ10S05 Program-FORM CF-1R User##-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2613 SPECIAL FEATURES AND MODELING ASSUMPTIONS khis is a multiple orientation p e o tation building. This printout is for the front facing North. 1 HERS REQUIRED VERIFICATION ' *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods and *** *** must be reported on the CF-4R installation certificate. *** This building incorporates HERS verified Duct Leakage . Target leakage is talculated and documented on the CF-4R. If the measured CFM is above the arget, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance calculations could be edone without duct testing. If ducts are not installed, then HERS t erification is not necessary. REMARKS UAL PANE, VINYL WITH SPECTRALLY SELECTIVE GLASS U-FACTORS = 0 . 36 (SL) / 0 . 36 (SH) / 0 . 33 (FX) / 0 . 33 (PATIO) UHEGC = 0 . 28 (SL) / 0 . 30 (SH) / 0 . 31 (FX) / 0 . 34 (PATIO) MANUFACTURER' S SPECIFICATION SHEET LEVATION 'A' TAKEN AS WORSE CASE DUE TO OVERHANGS SCENARIO. 1 I CERTIFICATE OF COMPLIANCE : RESIDENTIAL COMPUTER METHOD CF-1R Page 6 roject Title . . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 20 MICROPAS7 v7 . 10 File-CFJRC3 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2613 COMPLIANCE STATEMENT ' This certificate of compliance lists the building features and performance specifications needed to comply with Title-24 , Parts 1 and 6 of the ' California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. 1 DESIGNER or OWNER DOCUMENTATION AUTHOR Name. . . . Name . . . . DIANE LAZARD Company. CENTEX HOMES Company. ConSol Address . 1265 CORONA POINTE COURT Address . 7407 Tam O'Shanter Dr Ste 200 CORONA, CA 92879 Stockton, CA 95210 Phone. . . (951) 479-9300 Phone. . . 209-473-5000 License. / h Signed. Signed. . ate date ENFORCEMENT AGENCY Name . . . . ' Title. . . Agency. Phone. . . Signed. . ate 1 1 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 1 roject Title . . . . . . . . . . FOX & JACOBS @ RC II Date. . 04/06/06 07 : 52 : 23 roject Address . . . . . . . . PLAN 2710 ******* LAKE ELSINORE - CZ 10 *v7 . 10* documentation Author . . . DIANE LAZARD ******* Building Permit ConSol 7407 Tam O' Shanter Dr Ste 200 Plan Check Date Stockton, CA 95210 209-473-5000 Fie C ec Date tlimate Zone . . . . . . . . . . . 10 Compliance Method. . . . . . MICROPAS7 v7 . 10 for 2005 Standards by Enercomp, Inc . MICROPAS7 v7 . 10 File-CFJRC4 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2710 ' MICROPAS7 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance (kTDV/sf-yr) Design Design Margin ' Space Heating. . . . . . . . . . 7 . 80 6 . 71 1 . 09 Space Cooling. . . . . . . . . . 20 . 09 17 . 64 2 .45 Water Heating. . . . . . . . . . 9 . 87 9 . 63 0 . 24 North Total 37 . 76 33 . 98 3 . 78 Space Heating. . . . . . . . . . 7 . 80 7 . 01 0 . 79 Space Cooling. . . . . . . . . . 20 . 09 18 . 51 1 . 58 Water Heating. . . . . . . . . . 9 . 87 9 . 63 0 . 24 East Total 37 . 76 35 . 15 2 . 61 ' Space Heating. . . . . . . . . . 7 . 80 7 .42 0 . 38 Space Cooling. 20 . 09 16 . 50 3 . 59 Water Heating. . . . . . . . . . 9 . 87 9 . 63 0 .24 South Total 37 . 76 33 . 55 4 .21 Space Heating. . . . . . . . . . 7 . 80 7 . 17 0 . 63 ' Space Cooling. . . . . . . . . . 20 . 09 17 . 36 2 . 73 Water Heating. 9 . 87 9 . 63 0 . 24 1 West Total 37 . 76 34 . 16 3 . 60 Build*** ing complies with Computer Performance *** *** HERS Verification Required for Compliance *** ' GENERAL INFORMATION 1 HERS Verification. . . . . . . . . . Required Conditioned Floor Area. . . . . 2710 sf Building Type . . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New ' Fuel Type . . . . . . . . . . . . . . . . . NaturalGas Building Front Orientation. Cardinal - N, E, S,W Number of Dwelling Units . . . 1 ' Number of Building Stories . 2 Weather Data Type. . . . . . . . . . FullYear l 1� CERTIFICATE OF COMPLIANCE : RESIDENTIAL COMPUTER METHOD CF-1R Page 2 Project Title. . . . . . . . . . FOX & JACOBS Q RC II Date . . 04/06/06 07 : 52 : 23 MICROPAS7 v7 . 10 File-CFJRC4 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2710 Floor Construction Type. . . . Slab On Grade Number of Building Zones . . . 1 Conditioned Volume . . . . . . . . . 22094 cf Slab-On-Grade Area. . . . . . . . . 1194 sf Glazing Percentage . . . . . . . . . 13 . 7 % of floor area Average Glazing U-factor. . . 0 . 35 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0 . 29 Average Ceiling Height . . . . . 8 . 2 ft BUILDING ZONE INFORMATION Floor # of # of Cond- Thermo- Vent Vent Verified Area Volume Dwell Peop- it- stat Height Area Leakage or Zone Type (sf) (cf) Units le ioned Type (ft) (sf) Housewrap Residence 2710 22094 1 . 00 8 . 0 Yes Setback 8 . 0 Standard No OPAQUE SURFACES U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location/ Surface Type (sf) or R-val R-val Azm Tilt Reference Comments 1 Wall Wood 374 0 . 102 13 0 0 90 Yes IV. 9 A3 Front Wall 2 Wall Wood 540 0 . 102 13 0 90 90 Yes IV. 9 A3 Left Wall 3 Wall Wood 488 0 . 102 13 0 180 90 Yes IV. 9 A3 Back Wall 4 Wall Wood 408 0 . 102 13 0 270 90 Yes IV. 9 A3 Right Wall 5 Wall Wood 254 0 . 102 13 0 0 90 No IV. 9 A3 Garage Wall 6 Wall Wood 46 0 . 102 13 0 0 90 No IV. 9 A3 2x6 Garage 7 Door Wood 20 0 . 160 0 0 0 90 Yes DOOR Insul Entry Dr 8 Door Wood 18 0 .500 0 0 0 90 No IV. 28 A4 Garage Door 9 F1oorExt Wood 357 0 . 064 13 0 n/a 0 No IV. 21 A3 Above Garage 10 Roof Wood 1451 0 . 025 38 0 n/a 0 Yes IV. 1 A18 Flat w/ Attic 11 Roof Wood 100 0 . 048 19 0 n/a 0 Yes IV. 1 A14 At Furnace PERIMETER LOSSES Appendix Length F2 Insul Solar IV Location/ Surface (ft) Factor R-val Gains Reference Comments 12 SlabEdge 118 0 . 730 R-0 No EDGE.EXT To Outside 13 SlabEdge 40 0 . 730 R-0 No EDGE .EXT To Garage , I CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 3 roject Title. . . . . . . . . . FOX & JACOBS @ RC II Date. . 04/06/06 07 : 52 :23 MICROPAS7 v7 . 10 File-CFJRC4 Wth-CTZ10S05 Program-FORM CF-1R User##-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2710 FENESTRATION SURFACES Exterior Area U- Act Shade rientation (sf) factor SHGC Azm Tilt Type Location/Comments 1 Wind Front (N) 20 . 0 0 . 360 0 .280 0 90 Standard Fl/SLIDER / VINYL / SSGL 2 Wind Front (N) 20 . 0 0 . 360 0 . 280 0 90 Standard F2/SLIDER / VINYL / SSGL r3 Wind Front (N) 20 . 0 0 . 360 0 . 280 0 90 Standard F3/SLIDER / VINYL / SSGL 4 Wind Front (N) 20 . 0 0 . 360 0 .280 0 90 Standard F4/SLIDER / VINYL / SSGL 5 Wind Left (E) 12 . 0 0 . 330 0 . 310 90 90 Standard Ll/FIXED / VINYL / SSGLZ 6 Wind Left (E) 20 . 0 0 . 360 0 . 280 90 90 Standard L2/SLIDER / VINYL / SSGL 7 Wind Left (E) 12 . 0 0 . 360 0 . 280 90 90 Standard L3/SLIDER / VINYL / SSGL 8 Wind Left (E) 12 . 0 0 . 360 0 .300 90 90 Standard L4/SNGL HNG / VINYL / SS 9 Wind Left (E) 24 . 0 0 . 360 0 . 300 90 90 Standard L5/SNGL HNG / VINYL / SS 0 Door Back (S) 40 . 2 0 . 330 0 . 340 180 90 Standard B1/PATI0 DR / VINYL / SS 1 Wind Back (S) 40 . 0 0 . 360 0 . 280 180 90 Standard B2/SLIDER / VINYL / SSGL 2 Wind Back (S) 20 . 0 0 . 360 0 . 280 180 90 Standard B3/SLIDER / VINYL / SSGL 13 Wind Back (S) 20 . 0 0 . 360 0 . 280 180 90 Standard B4/SLIDER / VINYL / SSGL '14 Wind Back (S) 20 . 0 0 . 360 0 .280 180 90 Standard B5/SLIDER / VINYL / SSGL 15 Wind Back (S) 12 . 0 0 . 360 0 . 300 180 90 Standard B6/SNGL HNG / VINYL / SS 16 Wind Right (W) 24 . 0 0 . 330 0 . 310 270 90 Standard R1/FIXED / VINYL / SSGLZ 17 Wind Right (W) 12 . 0 0 . 360 0 . 300 270 90 Standard R2/SNGL HNG / VINYL / SS 118 Wind Right (W) 12 . 0 0 . 360 0 .300 270 90 Standard R3/SNGL HNG / VINYL / SS 19 Wind Right (W) 12 . 0 0 . 360 0 .300 270 90 Standard R4/SNGL HNG / VINYL / SS OVERHANGS Window --Overhang Area Left Right Surface (sf) Width Height Depth Height Extension Extension 2 Window 20 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 3 Window 20 . 0 n/a 4 . 0 1 . 0 1 . 0 n/a n/a 4 Window 20 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 8 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 9 Window 24 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 13 Window 20 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 14 Window 20 . 0 n/a 4 . 0 1 . 0 1 . 0 n/a n/a 15 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 17 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a ' 18 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 19 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a SLAB SURFACES Area Slab Type (sf) Standard Slab 1194 I f�� CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 4 Project Title . . . . . . . . . . FOX & JACOBS @ RC II Date. . 04/06/06 07 : 52 :23 MICROPAS7 v7 . 10 File-CFJRC4 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2710 HVAC SYSTEMS Verified Number Verified Verified Verified Verified Maximum System of Minimum Refrig Charge Adequate Fan Watt Cooling Type Systems Efficiency EER or TXV Airflow Draw Capacity ' Furnace 1 0 . 800 AFUE n/a n/a n/a n/a n/a ACSplit 1 13 . 00 SEER No No No No No HVAC SIZING Verified Total Sensible Design Maximum Heating Cooling Cooling Cooling System Load Load Capacity Capacity Type (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) Furnace 50176 n/a n/a n/a ACSplit n/a 30700 36816 n/a Orientation of Maximum. . . . . Front Facing 90 deg (E) Sizing Location. . . . . . . . . . . LAKE ELSINORE Winter Outside Design. . . . . . 22 F Winter Inside Design. . . . . . . 70 F Summer Outside Design. . . . . . 100 F Summer Inside Design. . . . . . . 75 F Summer Range . . . . . . . . . . . . . . . 39 F DUCT SYSTEMS Verified Verified Verified System Duct Duct Duct Surface Buried Type Location R-value Leakage Area Ducts Furnace Attic R-4 .2 Yes No No ACSplit Attic R-4 .2 Yes No No WATER HEATING SYSTEMS Number Tank External Heater in Energy Size Insulation , Tank Type Type Distribution Type System Factor (gal) R-value 1 Storage Gas StandardNolnsul 1 0 . 60 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS 1 *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates HERS verified Duct Leakage . I CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 5 roject Title. . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 23 MICROPA87 v7 . 10 File-CFJRC4 Wth-CTZ10S05 Program-FORM CF-1R ' User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2710 SPECIAL FEATURES AND MODELING ASSUMPTIONS This is a multiple orientation building. This printout is for the front acing North. HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods and *** *** must be reported on the CF-4R installation certificate . *** This building incorporates HERS verified Duct Leakage . Target leakage is calculated and documented on the CF-4R. If the measured CFM is above the arget, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance calculations could be Fedone without duct testing. If ducts are not installed, then HERS erification is not necessary. REMARKS DUAL PANE, VINYL WITH SPECTRALLY SELECTIVE GLASS U-FACTORS = 0 . 36 (SL) / 0 . 36 (SH) / 0 . 33 (FX) / 0 . 33 (PATIO) tHGC = 0 .28 (SL) / 0 .30 (SH) / 0 . 31 (FX) / 0 . 34 (PATIO) EE MANUFACTURER' S SPECIFICATION SHEET LEVATION 'A' TAKEN AS WORSE CASE DUE TO OVERHANGS SCENARIO. 1 1 1 d" I CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 6 roject Title. . . . . . . . . . FOX & JACOBS @ RC IT Date. . 04/06/06 07 : 52 : 23 MICROPAS7 v7 . 10 File-CFJRC4 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2710 ' COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title-24 , Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. ' DESIGNER or OWNER DOCUMENTATION AUTHOR Name . . . . Name . . . . DIANE LAZARD Company. CENTEX HOMES Company. ConSol Address . 1265 CORONA POINTE COURT Address . 7407 Tam O'Shanter Dr Ste 200 CORONA, CA 92879 Stockton, CA 95210 Phone . . . (951) 479-9300 Phone. . . 209-473-5000 License . r / / Signed. . Signed. . ate ate ENFORCEMENT AGENCY Name . . . . ' Title . . . Agency. ' Phone . . . Signed. . ate I CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 1 roject Title. . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 27 roject Address . . . . . . . . PLAN 2875 ******* LAKE ELSINORE - CZ 10 *v7 . 10* documentation Author . . . DIANE LAZARD ******* Building Permit ConSol 7407 Tam O 'Shanter Dr Ste 200 Plan Check Date Stockton, CA 95210 209-473-5000 Field Check Date Ilimate Zone. . . . . . . . . . . 10 Compliance Method. . . . . . MICROPAS7 v7 . 10 for 2005 Standards by Enercomp, Inc . MICROPAS7 v7 . 10 File-CFJRC5 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2875 MICROPAS7 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance (kTDV/sf-yr) Design Design Margin 1 Space Heating . 7 . 51 6 . 54 0 . 97 Space Cooling. . . . . . . . . . 19 . 05 17 . 81 1 . 24 Water Heating. . . . . . . . . . 9 . 31 9 . 08 0 . 23 North Total 35 . 87 33 .43 2 .44 Space Heating. . . . . . . . . . 7 . 51 7 . 03 0 .48 Space Cooling. . . . . . . . . . 19 . 05 17 . 77 1 . 28 ' Water Heating. . . . . . . . . . 9 . 31 9 . 08 0 .23 East Total 35 . 87 33 . 88 1 . 99 Space Heating. . . . . . . . . . 7 . 51 7 .43 0 . 08 Space Cooling. 19 . 05 16 . 08 2 . 97 Water Heating. . . . . . . . . . 9 . 31 9 . 08 0 . 23 ' South Total 35 . 87 32 . 59 3 .28 Space Heating. . . . . . . . . . 7 . 51 6 . 93 0 . 58 ' Space Cooling. . . . . . . . . . 19 . 05 16 . 95 2 . 10 Water Heating. 9 . 31 9 . 08 0 .23 ' West Total 35 . 87 32 . 96 2 . 91 *** Building complies with Computer Performance *** *** HERS Verification Required for Compliance *** GENERAL INFORMATION ' HERS Verification. . . . . . . . . . Required Conditioned Floor Area. 2875 sf Building Type . . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New Fuel Type . . . . . . . . . . . . . . . . . NaturalGas Building Front Orientation. Cardinal - N, E, S,W Number of Dwelling Units. . . 1 Number of Building Stories . 2 Weather Data Type . . . . . . . . . . FullYear CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 2 Project Title. . . . . . . . . . FOX & JACOBS @ RC II Date. . 04/06/06 07 : 52 : 27 MICROPAS7 v7 . 10 File-CFJRC5 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2875 Floor Construction Type . . . . Slab On Grade Number of Building Zones . . . 1 1 Conditioned Volume . . . . . . . . . 23387 cf Slab-On-Grade Area. . . . . . . . . 1160 sf Glazing Percentage. . . . . . . . . 12 % of floor area Average Glazing U-factor. . . 0. 36 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0 . 29 Average Ceiling Height . . . . . 8 . 1 ft BUILDING ZONE INFORMATION Floor # of # of Cond- Thermo- Vent Vent Verified Area Volume Dwell Peop- it- stat Height Area Leakage or Zone Type (sf) (cf) Units le ioned Type (ft) (sf) Housewrap Residence 2875 23387 1 . 00 8 . 0 Yes Setback 8 . 0 Standard No OPAQUE SURFACES U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location/ Surface Type (sf) or R-val R-val Azm Tilt Reference Comments 1 Wall Wood 316 0 . 102 13 0 0 90 Yes IV. 9 A3 Front Wall 2 Wall Wood 550 0 . 102 13 0 90 90 Yes IV. 9 A3 Left Wall 3 Wall Wood 488 0 . 102 13 0 180 90 Yes IV. 9 A3 Back Wall 4 Wall Wood 530 0 . 102 13 0 270 90 Yes IV. 9 A3 Right Wall 5 Wall Wood 228 0 . 102 13 0 0 90 No IV. 9 A3 Garage Wall 6 Wall Wood 20 0 . 102 13 0 0 90 No IV. 9 A3 2x6 Garage 7 Door Wood 20 0 . 160 0 0 0 90 Yes DOOR Insul Entry Dr 8 Door wood 18 0 . 500 0 0 0 90 No IV. 28 A4 Garage Door 9 FloorExt Wood 583 0 . 064 13 0 n/a 0 No IV. 21 A3 Above Garage 10 Roof Wood 1643 0 . 025 38 0 n/a 0 Yes IV. 1 A18 Flat w/ Attic 11 Roof Wood 100 0 . 048 19 0 n/a 0 Yes IV. 1 A14 At Furnace PERIMETER LOSSES Appendix Length F2 Insul Solar IV Location/ Surface (ft) Factor R-val Gains Reference Comments 12 SlabEdge 105 0 . 730 R-0 No EDGE.EXT To Outside 13 SlabEdge 33 0 . 730 R-0 No EDGE.EXT To Garage i f ! 1ERTIFICATE OF COMPLIANCE : RESIDENTIAL COMPUTER METHOD CF-1R Page 3 roject Title . . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 27 MICROPAS7 v7 . 10 File-CFJRCS Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2875 FENESTRATION SURFACES ' Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments 1 Wind Front (N) 20 . 0 0 . 360 0 .280 0 90 Standard F1/SLIDER / VINYL / SSGL 2 Wind Front (N) 20 . 0 0 . 360 0 .280 0 90 Standard F2/SLIDER / VINYL / SSGL 3 Wind Front (N) 12 . 0 0 . 360 0 . 300 0 90 Standard F3/SNGL HNG / VINYL / SS ' 4 Wind Front (N) 6 . 0 0 . 330 0 . 310 0 90 Standard F4/FIXED / VINYL / SSGLZ 5 Wind Left (E) 12 . 0 0 . 360 0 . 300 90 90 Standard L1/SNGL HNG / VINYL / SS 6 Wind Left (E) 12 . 0 0 . 360 0 . 300 90 90 Standard L2/SNGL HNG / VINYL / SS 7 Wind Left (E) 12 . 0 0 . 360 0 .300 90 90 Standard L3/SNGL HNG / VINYL / SS 8 Wind Left (E) 20 . 0 0 . 360 0 . 280 90 90 Standard L4/SLIDER / VINYL / SSGL 9 Wind Left (E) 12 . 0 0 . 360 0 . 300 90 90 Standard L5/SNGL HNG / VINYL / SS 10 Wind Back (S) 20 . 0 0 . 360 0 .280 180 90 Standard B1/SLIDER / VINYL / SSGL UWind Back (S) 20 . 0 0 . 360 0 .280 180 90 Standard B2/SLIDER / VINYL / SSGL 1 2 Door Back (S) 40 .2 0 . 330 0 . 340 180 90 Standard B3/PATIO DR / VINYL / SS 13 Wind Back (S) 20 . 0 0 . 360 0 .280 180 90 Standard B4/SLIDER / VINYL / SSGL 4 Wind Back (S) 40 . 0 0 . 360 0 .280 180 90 Standard B5/SLIDER / VINYL / SSGL 5 Wind Back (S) 12 . 0 0 . 360 0 . 300 180 90 Standard B6/SNGL HNG / VINYL / SS 6 Wind Right (W) 12 . 0 0 . 360 0 . 300 270 90 Standard R1/SNGL HNG / VINYL / SS 17 Wind Right (W) 12 . 0 0 . 360 0 .280 270 90 Standard R2/SLIDER / VINYL / SSGL 8 Wind Right (W) 12 . 0 0 . 360 0 . 300 270 90 Standard R3/SNGL HNG / VINYL / SS 9 Wind Right (W) 20 . 0 0 . 360 0 .280 270 90 Standard R4/SLIDER / VINYL / SSGL 0 Wind Right (W) 12 . 0 0 . 360 0 . 300 270 90 Standard R5/SNGL HNG / VINYL / SS OVERHANGS Window --overhang ' Area Left Right Surface (sf) Width Height Depth Height Extension Extension 1 window 20 . 0 n/a 4 . 0 0 . 7 0 . 3 n/a n/a 2 Window 20 . 0 n/a 4 . 0 1. 0 0 . 8 n/a n/a 3 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 4 Window 6 . 0 n/a 3 . 0 5 . 0 0 . 7 n/a n/a 7 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 8 Window 20 . 0 n/a 4 . 0 1 . 0 3 . 5 n/a n/a 9 Window 12 . 0 n/a 4 . 0 1 . 0 2 . 0 n/a n/a 14 Window 40 . 0 n/a 4 . 0 1 . 0 1 . 5 n/a n/a ' 15 Window 12 . 0 n/a 4 . 0 1. 0 0 . 3 n/a n/a 19 Window 20 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 20 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 8 n/a n/a 1 r F� CERTIFICATE OF COMPLIANCE : RESIDENTIAL COMPUTER METHOD CF-1R Page 4 Project Title . . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 27 MICROPAS7 v7 . 10 File-CFJRC5 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2875 SLAB SURFACES Area Slab Type (sf) Standard Slab 1160 1 HVAC SYSTEMS Verified Number Verified Verified Verified Verified Maximum System of Minimum Refrig Charge Adequate Fan Watt Cooling Type Systems Efficiency EER or TXV Airflow Draw Capacity Furnace 1 0 . 800 AFUE n/a n/a n/a n/a n/a ACSplit 1 13 . 00 SEER No NO No No No HVAC SIZING Verified Total Sensible Design Maximum Heating Cooling Cooling Cooling System Load Load Capacity Capacity Type (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) Furnace 51336 n/a n/a n/a ACSplit n/a 30269 36299 n/a Orientation of Maximum. . . . . Front Facing 90 deg (E) Sizing Location. . . . . . . . . . . . LAKE ELSINORE Winter Outside Design. . . . . . 22 F Winter Inside Design. . . . . . . 70 F Summer Outside Design. . . . . . 100 F Summer Inside Design. . . . . . . 75 F Summer Range . . . . . . . . . . . . . . . 39 F DUCT SYSTEMS Verified Verified Verified System Duct Duct Duct Surface Buried Type Location R-value Leakage Area Ducts Furnace Attic R-4 . 2 Yes No No ACSplit Attic R-4 . 2 Yes No No CERTIFICATE OF COMPLIANCE: LI RESIDENTIAL COMPUTER METHOD CF-1R Page 5 troject Title . . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 27 MICROPAS7 v7 . 10 File-CFJRCS Wth-CTZ10S05 Program-FORM CF-1R User##-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2875 WATER HEATING SYSTEMS Number Tank External Heater in Energy Size Insulation Tank Type Type Distribution Type System Factor (gal) R-value 1 Storage Gas StandardNoInsul 1 0 . 60 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** this building incorporates HERS verified D k g p Duct Leakage . This is a multiple orientation building. This printout is for the front acing North. ' HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods and *** *** must be reported on the CF-4R installation certificate . *** this building incorporates HERS verified Duct Leakage . Target leakage is calculated and documented on the CF-4R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance calculations could be edone without duct testing. If ducts are not installed, then HERS verification is not necessary. IREMARKS 1UAL PANE, VINYL WITH SPECTRALLY SELECTIVE GLASS -FACTORS = 0 . 36 (SL) / 0 . 36 (SH) / 0 . 33 (FX) / 0 . 33 (PATIO) SHGC = 0 . 28 (SL) / 0 .30 (SH) / 0 . 31 (FX) / 0 . 34 (PATIO) E MANUFACTURER'S SPECIFICATION SHEET CREVATION 'A' TAKEN AS WORSE CASE DUE TO OVERHANGS SCENARIO. S I. CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 6 troject Title. . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 27 MICROPAS7 v7 . 10 File-CFJRC5 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 2875 COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title-24 , Parts •1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. DESIGNER or OWNER DOCUMENTATION AUTHOR Name. . . . Name . . . . DIANE LAZARD Company. CENTEX HOMES Company. ConSol ' Address . 1265 CORONA POINTE COURT Address. 7407 Tam O'Shanter Dr Ste 200 CORONA, CA 92879 Stockton, CA 95210 Phone . . . (951) 479-9300 Phone . . . 209-473-5000 License. Signed. . Signed. . IA,-1 7K Mate) ate ENFORCEMENT AGENCY Name . . . . ' Title. . . Agency. Phone . . . Signed. . date kERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Pa 1 Page roject Title. . . . . . . . . . FOX a JACOBS @ RC II Date . . 04/06/06 07 : 52 : 30 roject Address . . . . . . . . PLAN 3113 ******* LAKE ELSINORE - CZ 10 *v7 . 10* documentation Author. . . DIANE LAZARD ******* Buy ing Permit ConSol 7407 Tam O' Shanter Dr Ste 200 Plan Check Date Stockton, CA 95210 209-473-5000 Field C ec Date limate Zone . . . . . . . . . . . 10 ompliance Method. . . . . . MICROPAS7 v7 . 10 for 2005 Standards by Enercomp, Inc . ' MICROPAS7 v7 . 10 File-CFJRC6 Wth-CTZIOS05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 3113 MICROPAS7 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance (kTDV/sf-yr) Design Design Margin Space Heating. . . . . . . . . . 7 . 08 6 . 12 0 . 96 ' Space Cooling. : : : : : * . . . 17 . 99 16 .43 1 . 56 Water Heating. 8 . 59 8 . 38 0 . 21 North Total 33 . 66 30 . 93 2 . 73 Space Heating. . . . 7 . 08 6 . 52 0 . 56 Space Cooling. . . . . . . . . . 17 . 99 16 .22 1 . 77 Water Heating. . . . . . . . . . 8 . 59 8 .38 0 .21 East Total 33 . 66 31 . 12 2 . 54 Space Heating. . . . . . . . . . 7 . 08 6 . 94 0 . 14 Space Cooling. 17 . 99 15 .24 2 . 75 Water Heating. . . . . . . . . . 8 . 59 8 .38 0 . 21 ' South Total 33 . 66 30 . 56 3 . 10 Space Heating. . . . . . . . . . 7 . 08 6 .47 0 . 61 Space Cooling. . . . . . . . . . 17 . 99 15 . 56 2 .43 Water Heating. 8 . 59 8 . 38 0 . 21 West Total 33 . 66 30 .41 3 .25 *** Building complies with Computer Performance *** *** HERS Verification Required for Compliance *** GENERAL INFORMATION ' HERS Verification. . . . . . . . . . Required Conditioned Floor Area. . . . . 3113 sf Building Type. . . . . . . . . . . . . . Single Family Detached Construction Type . . . . . . . . . New ' Fuel Type . . . . . . . . . . . . . . . . . NaturalGas Building Front Orientation. Cardinal - N, E, S,W Number of Dwelling Units . . . 1 Number of Building Stories. 2 Weather Data Type . . . . . . . . . . FullYear CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 2 Project Title. . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 30 1 MICROPAS7 v7 . 10 File-CFJRC6 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 3113 Floor Construction Type . . . . Slab On Grade Number of Building Zones . . . 1 Conditioned Volume . . . . . . . . . 25336 cf Slab-On-Grade Area. . . . . . . . . 1431 sf Glazing Percentage . . . . . . . . . 12 . 1 % of floor area Average Glazing U-factor. . . 0 . 35 Btu/hr-sf-F Average Glazing SHGC. . . . . . . 0 . 29 Average Ceiling Height . . . . . 8 . 1 ft BUILDING ZONE INFORMATION t Floor # of # of Cond- Thermo- Vent Vent Verified Area Volume Dwell Peop- it- stat Height Area Leakage or Zone Type (sf) (cf) Units le ioned Type (ft) (sf) Housewrap Residence 3113 25336 1 . 00 10 . 0 Yes Setback 8 . 0 Standard No OPAQUE SURFACES , U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location/ Surface Type (sf) or R-val R-val Azm Tilt Reference Comments 1 Wall Wood 330 0 . 102 13 0 0 90 Yes IV. 9 A3 Front Wall ' 2 Wall Wood 620 0 . 102 13 0 90 90 Yes IV. 9 A3 Left Wall 3 Wall Wood 492 0 . 102 13 0 180 90 Yes IV. 9 A3 Back Wall 4 Wall Wood 572 0 . 102 13 0 270 90 Yes IV. 9 A3 Right Wall 5 Wall Wood 264 0 . 102 13 0 0 90 No IV. 9 A3 Garage Wall ' 6 Door Wood 20 0 . 160 0 0 90 90 Yes DOOR Entry Door 7 Door Wood 18 0 . 500 0 0 0 90 No IV. 28 A4 Garage Door 8 FloorExt Wood 302 0 . 064 13 0 n/a 0 No IV. 21 A3 Above Garage 9 Roof Wood 1633 0 . 025 38 0 n/a 0 Yes IV. 1 A18 Flat w/ Attic ' 10 Roof Wood 100 0 . 048 19 0 n/a 0 Yes IV. 1 A14 At Furnace PERIMETER LOSSES , Appendix Length F2 Insul Solar IV Location/ Surface (ft) Factor R-val Gains Reference Comments 11 SlabEdge 127 0 . 730 R-0 No EDGE.EXT To Outside 12 SlabEdge 35 0 . 730 R-0 No EDGE.EXT To Garage S I CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 3 roject Title. . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 :30 MICROPAS7 v7 . 10 File-CFJRC6 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 3113 FENESTRATION SURFACES Exterior Area U- Act Shade rientation (sf) factor SHGC Azm Tilt Type Location/Comments 1 Wind Front (N) 20 . 0 0 . 360 0 .280 0 90 Standard Fl/SLIDER' / VINYL / SSGL 2 Wind Front (N) 20 . 0 0 . 360 0 .280 0 90 Standard F2/SLIDER / VINYL / SSGL 3 Wind Front (N) 20 . 0 0 . 360 0 .280 0 90 Standard F3/SLIDER / VINYL / SSGL 4 Wind Front (N) 12 . 0 0 . 360 0 .300 0 90 Standard F4/SNGL HNG / VINYL / SS 5 Wind Left (E) 12 . 0 0 . 330 0 . 310 90 90 Standard L1/FIXED / VINYL / SSGLZ 6 Wind Left (E) 20 . 0 0 . 360 0 .280 90 90 Standard L2/SLIDER / VINYL / SSGL ' 7 Wind Left (E) 12 . 0 0 . 330 0 . 310 90 90 Standard L3/FIXED / VINYL / SSGLZ 8 Wind Left (E) 20 . 0 0 . 360 0 .280 90 90 Standard L4/SLIDER / VINYL / SSGL 9 Wind Left (E) 12 . 0 0 . 330 0 . 310 90 90 Standard L5/FIXED / VINYL / SSGLZ 0 Wind Back (S) 12 . 0 0 . 360 0 . 280 180 90 Standard B1/SLIDER / VINYL / SSGL 1 Door Back (S) 40 . 2 0 . 330 0 . 340 180 90 Standard B2/PATI0 DR / VINYL / SS 2 Wind Back (S) 40 . 0 0 . 360 0 . 280 180 90 Standard B3/SLIDER / VINYL / SSGL 13 Wind Back (S) 12 . 0 0 . 360 0 . 300 180 90 Standard B4/SNGL HNG / VINYL / SS WL4 Wind Back (S) 4 . 0 0 . 360 0 .280 180 90 Standard B5/SLIDER / VINYL / SSGL 5 Wind Back (S) 40 . 0 0 . 360 0 . 280 180 90 Standard B6/SLIDER / VINYL / SSGL 16 Wind Right (W) 12 . 0 0 . 360 0 . 300 270 90 Standard Rl/SNGL HNG / VINYL / SS 17 Wind Right (W) 20 . 0 0 . 360 0 .280 270 90 Standard R2/SLIDER / VINYL / SSGL 8 Wind Right (W) 12 . 0 0 . 360 0 .300 270 90 Standard R3/SNGL HNG / VINYL / SS 9 Wind Right (W) 20 . 0 0 . 360 0 .280 270 90 Standard R4/SLIDER / VINYL / SSGL 20 Wind Right (W) 4 . 0 0 . 360 0 . 280 270 90 Standard R5/SLIDER / VINYL / SSGL �1 Wind Right (W) 12 . 0 0 . 360 0 . 300 270 90 Standard R6/SNGL HNG / VINYL / SS OVERHANGS Window Overhang Area Left Right Surface (sf) Width Height Depth Height Extension Extension ' 1 Window 20 . 0 n/a 4 . 0 7 . 7 0 . 8 n/a n/a 4 Window 12 . 0 n/a 4 . 0 1 . 0 0 . 3 n/a n/a 12 Window 40 . 0 n/a 4 . 0 1 . 0 3 . 3 n/a n/a 13 Window 12 . 0 n/a 3 . 0 1 . 0 0 . 5 n/a n/a ' 14 Window 4 . 0 n/a 1 . 0 1 . 0 0 . 5 n/a n/a 15 Window 40 . 0 n/a 4 . 0 1 . 0 0 . 3 n/a n/a SLAB SURFACES Area Slab Type (Sf) Standard Slab 1431 r CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF- 1R Page 4 Project Title . . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 30 I MICROPAS7 v7 . 10 File-CFJRC6 Wth-CTZ10S05 Program-FORM CF-1R User##-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 3113 ' HVAC SYSTEMS Verified Number Verified Verified Verified Verified Maximum System of Minimum Refrig Charge Adequate Fan watt Cooling Type Systems Efficiency EER or TXV Airflow Draw Capacity Furnace 1 0 . 800 AFUE n/a n/a n/a n/a n/a ACSplit 1 13 . 00 SEER No No No No No ' HVAC SIZING Verified Total Sensible Design Maximum Heating Cooling Cooling Cooling System Load Load Capacity Capacity Type (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) Furnace 54264 n/a n/a n/a ACSplit n/a 31740 38062 n/a Orientation of Maximum. . . . . Front Facing 90 deg (E) Sizing Location. . . . . . . . . . . LAKE ELSINORE Winter Outside Design. . . . . . 22 F Winter Inside Design. . . . . . . 70 F Summer Outside Design. . . . . . 100 F Summer Inside Design. . . . . . . 75 F Summer Range. . . . . . . . . . . . . . . 39 F DUCT SYSTEMS Verified Verified Verified System Duct Duct Duct Surface Buried Type Location R-value Leakage Area Ducts Furnace Attic R-4 . 2 Yes No No ACSplit Attic R-4 . 2 Yes No No WATER HEATING SYSTEMS Number Tank External Heater in Energy Size Insulation Tank Type Type Distribution Type System Factor (gal) R-value 1 Storage Gas StandardNoInsul 1 0 . 60 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates HERS verified Duct Leakage . CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 5 troject Title. . . . . . . . . . FOX & JACOBS @ RC II Date. . 04/06/06 07 : 52 : 30 MICROPAS7 v7 . 10 File-CFJRC6 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 3113 SPECIAL FEATURES AND MODELING ASSUMPTIONS his is a multiple orientation building. This printout is for the front facing North. 1 HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods and *** *** must be reported on the CF-4R installation certificate . *** This building incorporates HERS verified Duct Leakage . Target leakage is calculated and documented on the CF-4R. If the measured CFM is above the arget, then corrective action must be taken to reduce the duct leakage and hen must be retested. Alternatively, the compliance calculations could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary. REMARKS UAL PANE, VINYL WITH SPECTRALLY SELECTIVE GLASS U-FACTORS = 0 . 36 (SL) / 0 . 36 (SH) / 0 . 33 (FX) / 0 . 33 (PATIO) HGC = 0 . 28 (SL) / 0 . 30 (SH) / 0 .31 (FX) / 0 . 34 (PATIO) EE MANUFACTURER'S SPECIFICATION SHEET ELEVATION 'A' TAKEN AS WORSE CASE DUE TO GLAZING AND OVERHANGS �CENARIO. 1 t 2� ' J 'LERTIFICATE OF COMPLIANCE: TER RESIDENTIAL MP T COMPUTER METHOD CF-1R Page 6 roject Title . . . . . . . . . . FOX & JACOBS @ RC II Date . . 04/06/06 07 : 52 : 30 MICROPAS7 v7 . 10 File-CFJRC6 Wth-CTZ10S05 Program-FORM CF-1R User#-MP0105 User-ConSol Run-CENTEX HOMES - PLAN 3113 COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title-24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. ' DESIGNER or OWNER DOCUMENTATION AUTHOR Name . . . . Name . . . . DIANE LAZARD Company. CENTEX HOMES Company. ConSol ' Address . 1265 CORONA POINTE COURT Address . 7407 Tam O' Shanter Dr Ste 200 CORONA, CA 92879 Stockton, CA 95210 Phone . . . (951) 479-9300 Phone. . . 209-473-5000 License. ' Signed. . Signed. . ate ate ' ENFORCEMENT AGENCY Name. . . . Title. Agency. . Phone . . . ' Signed. . ate 1 1 Universal Truss, Inc . ® 8375 SULTANA AVE. FONTANA, CA. 92335 TEL. # (909) - 823-9500� ,_, ,C909) 823-6780 FOR PEFtNi T IISSUANCE SCOTT FAZEKAS & ASSOCIATES, INC. DATE 's r ns have been reviewed for adherence to the licable codes and ordinance. Authorization is by granted to issue a building permit pending • val by all applicable City agencies. IL y•�' 1 yThe issuance or granting of a permit based on approval of these plans shall not be construed to perm�-Ily or ove any violation of the applicable Zl'aU code dinance. No permit presumed to give ® to violate or cancel the provisions of such 4 � ---- `' es shall be r ✓j SIGNED � � g~ht•� � ` . • ,tom i !i;t) L '1ir•1` i1Lfr�'r�UC:t k JOB NO: E-3585 CUSTOMER: CENTEX HOMES PROJECT: ROSETTA CANYON II JOB SITE: ELSINORE NOTE: PRIOR TO ERECTING TRUSSES REFER TO INFORMATION ON ENGINEERING DRAWINGS FOR BRACING INFORMATION, SUPPORT FOR VALLEY RAFTERS, ENGINEERING DETAILS D1 THRU D10, AND SPECIAL ERECTION RECOMMENDATIONS. A Universal Forest Products Company LEGEND Shaded areas indicate sloping or volume ceilings. F.A.U. Indicates approximate location of F.A.U. and working platform WORK SPACE W X 30"clear Attic Access bay to be ladder framed Lao o°a.c. at 24"o.c.with 20s(by others). Y DRAG= # Truss designed to resist the indicated amount of lateral force Pre-cut or pre-fabricated Jack,Hip,or California Valley set-- Refer to standard details for engineering and bracing information. NOTE:Cal.Valleys require special bracing G Non-Structural frame or backing truss. / Package number for delivery and stacking. Indicates special blocking LAYOUT IS FOR PLACEMENT PURPOSES ONLY. REFER TO ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR INFORMATION NOT SHOWN. s3 � r I a 40-0-0 T6DJG1 T803G2 - I ! �i '1 i .__ ,—...__.r - i' �' .I 1. ° i I; —.♦• —_ice♦= Is i T604DA(s►h T604&3 j . - �w r11 i r �- II ii !♦x IIIt N. 3L •' f e 3� 1 m _+ FAU. —"-- -- O ; i WORK SPACE" � I�� S26 'i I� i� 11 ♦ ,J 8 � 3.... �I it I (( —ra vaa 66-6 OD N.URA �US9 DRAG 1060p-_- -- - , v , e �J ff ii BRG WALL i IT606A(3) L±>1 K yT_60613(1)—, m ---m=N10000 =— ------..... _ _ !i m T800P - i —DRAG 1000t1��........r!— s t 104-0 18.10-0 21-2-0 ow PLAN 1979-A --GARAGE RIGHT- QGf}r`�t� LAYOUT IS FOR TRUSS PLACEMENT µ. PURPOSES ONLYI UNIVERSAL TRUSS,INC PRIOR TO ERECTING TRUSSES REFER TO INFORMATION ON ENGINEERING DRAWINGS E375 SULTANA AVE.FONTANA,CA 92335 FOR BRACING INFORMATION,ENGINEERING _ DETAILS D1-D10,AND SPECIAL ERECTION RECOMMENDATIONS. ROSETTA CANYON 11 ELSINORE CENTEX S a . �o SUPPORT VALLEY RAFTERS PER NONE RANEE M ais w i9" �•EJ505 UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET. � � r x RffVnWE4- ®RMO AND R@SUBMrr 0 REJECTED 0 FURNISH AS CORRECTED Corrections or comments made on the shop drawings during this review do not relieve the contractor from compliance with requirements of the.drawings and specification.This chzc', is only for review of general conformance with the design concept of the project and gcnr compliance v.-t the information given in the contract documents. The contrec7 responsible v-- ccnfirning and correcting all quantities and dimensions;selecting fc`_ processes err' cch;.ieues of construction;coordinating his work with that of all other sr: and perfc-n.ng his irork in a safe and satisfactory manner. The structural integrity of i'er,1, shown in these shop drawings are the sole responsibility of the contractors engineer, not ISE,Inc. T'N"NOVATIVE STRUCTURAL ENGINEERING c-A Date:. E5)le 106 awn Lothrop, PE C66069 r a- tt_O&-----------� i _........ i T603G2.... r_ —•— 3 ; :4 Ta"m(,p•) T604 ' - •-- - --•--- ' __............... r , , o 1 it F 3 , , a 1{ [0 3 F A U; ' - N I ea WOR1 SPACE ' N i S2E 'E---- i e1 ;1 i i € V 2 .. 65 i 5 atit . 'T600DALlGN .... DRAG=1000p'".-Y::.............0 40 �, r jlrrrrirrJll� r2 ql/�i I V Id � cm C7 T606E � 0 � ❑ - t,. im m10 m --•--^—• ._._._ - -. . .. 'TM.'�'�ss� m _• i I J3TJ3AP93 ZA H2IH HU i_ 1.... - 1137.'......... TGOO DRAG-10000 "r I tC..E s1 t:Cn'97 2i i m to zc;•t:e �. {+ t;' •n -ham - � 21-2-0 21-7-0 PLAN 1979-B GARAGE RIGHT -�- �aoa�- LAYOUT IS FOR TRUSS PLACEMENT PURPOSES ONLY! UNIVERSAL TRUSS,INC PRIOR TO ERECTING TRUSSES REFER TO INFORMATION ON ENGINEERING DRAWINGS 8375 SULTANA AVE.FONTANA,CA 92335 FOR BRACING INFORMATION,ENGINEERING DETAILS D1-D10,AND SPECIAL ERECTION RECOMMENDATIONS. ROSETTA CANYON 11 ELSINORE CENTEX d„, �,,�„ w „, SUPPORTVALLEY RAFTERS PER -NONE jm ts,zaa =r-E uiz e" EJ5e5 UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET. L ' ------------11-10-0 }. E -1.Q-8eQ ---- T60SG1 T6.0..3G2 r lF I =- - - -� o -- T804DA`5) �: T604 _ d I , r .` t .n... r r „ ° n , , , x , eF. tj i .......... il , C7. , FJ1.0 ' IC9 r , H a ! WORKSPACE i , .N S2B , N , r i b ................ F e , S2F I PERACE q. / is i DETAIL I° , ��� a t , y iR IF 11al , _ i� I ^� T80a—' �- ...._.__ c !p� V - - q TSOOD ALIGN —DRAG=1000#— .......... .... u o T606DC_{5j,__-� t , .. _`-� , CANT.43/8�..Iy `.._.j 99//_vvF.__.w.~ Ie..-, ^R F- y DRAG 1000# �17T1 77 �I��V; G.I�NC .� i.':' T600. -::-- Q ... •. .... r.:.- T u , I , - TSOOG RAG=1000# 10-0-0 ��R• n f' r` 21-2-0 21-7-0 1 PLAN 1979-C GARAGE_RIGHT LAYOUT IS FOR TRUSS PLACEMENT M• PURPOSES ONLY! UNIVERSAL TRUSS,INC PRIOR TO ERECTING TRUSSES REFER TO INFORMATION ON ENGINEERING DRAWINGS 8375 SULTANA AVE.FONTANA,CA$233S FOR BRACING INFORMATION,ENGINEERING ,,,,a, DETAILS 01-D10,AND SPECIAL ERECTION RO SETTACANYONII ELSINOR£ CENTEX RECOMMENDATIONS. SUPPORTVALLEY RAFTERS PER NONe Jun 16,2fl0E RANEEd17 1B E�,e4 UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET. 7 , 1 I k 1 -_-- r ,[ - II -'..�_:.._—_..-'_.a. " �- ' Ii Ile H I Ii 'I li O 1 r II i iE I i Af kl IS f � '. i ' V•D .c � X[ ri, II i 11 .�I FhU d4 ! ` ii it WORK 8PACE I, � WORK BP*CE �1 E � � , f 'I 1 '4 e I II i� if Il E � 3 'i I al T ( (A) ,*. 700 (3 00&[ 1 T1:QUA[t4 ti k � Tj I Tj `' a T101AG �' TR,.SSAB�VEWALL p 8 1(, tlril• .� �V�� Ly .. _.. a IV- .r ' kb - ALIGN ^7 DRAG 1000# s.i, yvyn;�l loll •n�::ai�T102A�s ''ll^T ,, � . 12-8-0 PLAN 2400-A GARAGE RIGHT LAYOUT IS FOR TRUSS PLACEMENT PURPOSES ONLYI UNIVERSAL TRUSS,INC PRIOR TO ERECTING TRUSSES REFER TO INFORMATION ON ENGINEERING DRAWINGS 83TS SULTANA AVE.FONTANA,CA92335 FOR BRACING INFORMATION,ENGINEERING _ DETAILS D7-010,AND SPECIAL ERECTION RECOMMENDATIONS. ROSETTA CANYON II ELSINORE CENTEX LN _ SUPPORT VALLEY RAFTERS PER °"""D UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET, NONE Jun�8,2808 RANEE 41R r Is" E3565 Tjn4V. 9— ..........4 t < it 13 x it it -A.U. F. _---5 A.IF 6RKIPACE'n 1NEIRK SPACE it IT Filk 13 01 II ir 00D 14)j'Tl00A(Sli, aT jlfloo 13111 I i. 008( is iiiji it I it it Ak fil a r" ALIQN.TRL 5.5.AQ F .•+ ir"� dy AG 02B .............................................. 7 DRAG=1600 .......... .DRAG=1666W 12.4"10 20-8-0 PLAN 2400-B GARAGE RIGHT, LAYOUT IS FOR TRUSS PLACEMENT PURPOSES ONLYI UNIVERSAL TRUSS,INC PRIOR TO ERECTING TRUSSES REFER TO INFORMATION ON ENGINEERING DRAWINGS 6375 SULTANA AVE.FONTANA,CA 92335 FOR BRACING INFORMATION,ENGINEERING DETAILS Dl-DID,AND SPECIAL ERECTION RECOMMENDATIONS. ROSETTA CANYON 11 ELSZORE CENTER SUPPORT VALLEY RAFTERS PER 4112 E-3 UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET. NONE is" sas -0._._._._._----- 3 1 i Ni Yi. i iE e I e IS .� _. • I t i ii I I t . ._ i gis is = �lFA. Et 1 woNrc !. Nr !i ' - r:ipl. rRi i r ! !i a ji I a ! iF ! 13 13 I� mi is J I ii is is Ll r I s i -:� ;; L L ) ALIGN TIC S$A90VEVlALL • p� '16T107AG i,I I U a ar iE",. „• LIt'(�,4�1 I ,1� Ij:l: .,..,..... ....... .... ......... mill •I �'� g i94 .. 1000C. .. •, � tea: ,,' �',O � � `I � � 't .�i• ;_ '- I DRAG 1000#.::.. � T1Q2HG M� 12-8-0 .1 1 PLAN 2400-D GARAGE RIGHT 71 c�,a�$r1J ,� �c•„ ,of ,,.. LAYOUT IS FOR TRUSS PLACEMENT PURPOSES ONLYi UNIVERSAL TRUSS,INC PRIOR TO ERECTING TRUSSES REFER TO INFORMATION ON ENGINEERING DRAWINGS 8375 SULTANA AVE.FONTANA,CA92335 FOR BRACING INFORMATION,ENGINEERING DETAILS 131-1310,AND SPECIAL ERECTION RECOMMENDATIONS. ROSETTA CANYON II ELSINORE CENTER SUPPORT VALLEY RAFTERS PER UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET. • I.NE Jon 18,2WB RANEE N12 79" Ear ___._._._._._._._._._._t� I � 1: a I E T400A4) I ; it F T400B(S) T400 � 400D(5 ... i y 1 � ff1l11 (L �._._._. __-- �urr.17WIZA1,nrMIZZh5rrir iziirrrrfrr rrrrrrrrirrnrrrriztrnrrrsrrrrrriirirrrirrrrriiririiiiirirrrrrrrfi li II ' jI FAU. Fa U. l f [ i .urrrriinrnirrrrin� it 1 NNRK SPACE 1NORK SPACES! BRG.WALL 19 73 _! l i ;€ ,i i € q31 s I { s !S € V46 : M .! :Ob'! IQ I s ) € , y T4o2s U a 3`5>�J ,ra s l ►+I;',1 1 m —! lu' rj J r It v ` � if 9V • M16~ I � 1 � c, n_auGN nRAc 1000� _ -- - 4 O0 . v-- - _ k € y "T403A(3) ...T402AG DRAG=1000# -0 18-0-0 • PLAN 2613-A d GARAGE RIGHT - • -�- - ---- LAYOUT IS FOR TRUSS PLACEMENT PURPOSES ONLY! UNIVERSAL TRUSS,INC PRIOR TO ERECTING TRUSSES REFER TO °-s INFORMATION ON ENGINEERING DRAWINGS 8375 SULTANA AVE.FONTANA,CA 92335 FOR BRACING INFORMATION,ENGINEERING DETAILS D1-DIO,AND SPECIAL ERECTION ROSETTA CANYON II ELSINORE CENTER RECOMMENDATIONS, w', o —- .1 , „ SUPPORT VALLEY RAFTERS PER s�. NONE Jun Me ..a RANEEY •� �rJs a. �B" E-3585 UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET, _ ].1 -0....................___._._.y OVER -" 1 I 6 I n _______ _____ _ ___ ____ _____ .-.-., Is I, IF f T400A(8); TT400C;'(4) T400B($) � � T,8KIVI{3 is Al N xxAl 11 f 31 ` I31 „ !i '1_____ __ /1J/lC7!/!/JJlYJ".U.lyfLUlldU.A/ILGI//!!dT!!!L!/J//J/!�F/�l!/lI!!lI!/'Ylllll/lJPIlJJY?fYJJ77fZJl!/!/JlIlIJJJ!lJIJX/ i I i F,A U. F.A.U. I: P a �� _ . IJJlJ i- - ....... WORKSPACE WORKSPACE i I _.IF F I Is I i I - = I � � � i. I• is I IT { li a it II S A { n D. Is ;I -Ly I I -Z 1 aIs el Ja 1 qp Is is p _ ! I r ss B T4"G1 RAG 1oQo#, - F i ' en -- I t. .... .. U � Q 405 a..._ .--........-----=-�. .. ..... ..._. _ -. T4 3C{ C7 �! ,T407A18) I� C7',.H T44iZAG DRAG=1000# r, c r. ! 13-M F 18A.0 AA - siocl PLAN 2613-B --GARAGE•RIGHT — — - - -- ed0aa3 3q gm0to l ,acAe. LAYOUT IS FOR TRUSS PLACEMENT PURPOSES ONLY! UNIVERSAL TRUSS,INC PRIOR TO ERECTING TRUSSES REFER TO INFORMATION ON ENGINEERING DRAWINGS 8375 SULTANA AVE.FONTANA,CA 92335 FOR BRACING INFORMATION,ENGINEERING DETAILS Di-D1O,AND SPECIAL ERECTION RECOMMENDATIONS. ROSETTA CANYON II ELSINORE CENTEX _ SUPPORT VALLEY RAFTERS PER UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET, l 4UM1E .1u�19,2006 RAM1 FF eclicon. G112 404-0 EIIS�, PANS 7AOSGf, r. 4{ 111 1 � it _ ! i� � ' it - w ��_• �: l :: ii �• 3 it �u T460,BZ(6 .) !� F T4W63-(6) 3p :j T40QC(4 II, !7400A(4 I O;!R ' ; t I a i ? _-._-- ___.�irrrlirr�uzuiirir�xr��r�iviirr rri ..........riy��rrrrWrr✓1�nr�.rri�Pirurorir_'' ;; 0 FAX. FA.U. 3; i . r i I a %rvi�rrir�nriruriir' .. WOR c -WORKPAACEj` ....h !E� K SPACE i' � y i{ �i .r ii '' i• 5 L t ,i' I! ! t u 1 j' ;I 5 BRACE §TUBi1112 ✓ .0 rj4lvpp4u 1 1.1 W E f H j: J ;,-Tff Is I; I T406G .` PLP i ,T40,1A 4 , -- - 4 T40 1GI J1I M �•, ! i E ! el r � 61RAG-10-0# '<+R q Y J?2ns oa ? i4a3A.(zd1 kchlt -Tao c(6) - -..-1- .-i!'J n w�i'�1!fA1110' SI IJA},+•.t. , TQlE7J1G.._ .•. DRAG= 000it. 16-0-0 zaao veTn'nJAQUT3IJgTr, -- ytod----PLAN-2613-C--- GARAGE RIGHt&1�6) LAYOUT IS FOR TRUSS PLACEMENT µ.- PURPOSES ONLYI UNIVERSAL TRUSS,INC PRIOR TO ERECTING TRUSSES REFER TO INFORMATION ON ENGINEERING DRAWINGS 9375 SULTANA AVE.FONTANA.CA 92935 FOR BRACING INFORMATION,ENGINEERING DETAILS W-1310,AND SPECIAL ERECTION RECOMMENDATIONS. ROSETTA CANYON 11 ELSINORE CENTEX HOMES SUPPORT VALLEY RAFTERS PER UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET. NONE Jun fe,2ooe RANeP ��V12 +9" E3585 40-0.0 ---------11.44.....-----......... .............. ............. 7—3-0 IF ic :1 st uj IL La.0; lk ..............-.................... 8-0-0 it .................... ..... SRO. ......... L............................... .......... . ................ ......... ..... so i ,b ............----------------- - 6ORK 1" CE NJD %SPAC —A IL lip 12 jr q Js 'Imil Mr 'i(b ,ALIGN. ti L 91 .......... th ........... -y F- 3AJ 7402AG DRAG-1000# 13-0.0 18-0-0 PLAN 2613-D GARAGE RIGHT 960W 39,qndtoj awol p. LAYOUT IS FOR TRUSS PLACEMENT PURPOSES ONLYI UNIVERSAL TRUSS,INC PRIOR TO ERECTING TRUSSES REFER TO INFORMATION ON ENGINEERING DRAWINGS 8375 SULTANA AVE.FONTANA,CA 92335 FOR BRACING INFORMATION,ENGINEERING DETAILS DI-D10,AND SPECIAL ERECTION RECOMMENDATIONS, ROSETTA CANYON 11 ILSINORE CENTF—X- SUPPORT VALLEY RAFTERS PER 10NE "z;'.... UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET. [ : I 4041-0 K...._.._..__......................12-0-0....... q 16-74 -'T203BG N I o E '1�11 i i I I v y I � , E : it , v !i fl I it it •.��.. a _______________ _ ytau.+ y is 11 d i I _ a x - ' I I 1 I e I5 F,J6U, o 3 -- -- - - WORKSPACE' WORKSPACE I Is v I E a P II v I i i i H ' eIs1 I ^ y ____ __ _� .�IOpJ vLu ,� •j GX 'a QI ¢ dmp ava,.: vuvvvvvx.u_.:ru_ f " 1 v 1 I� 46 ! _______ -------------- ------------- it 2 I if C� if m 1 i O o as t�C r : .ni , •t W.1"PL.HT. W/STANDARD HEEL PLAN 2710 A GARAGE RIGHT �1JL LAYOUT IS FOR TRUSS PLACEMENT PURPOSES ONLYI UNIVERSAL TRUSS,INC PRIOR TO ERECTING TRUSSES REFER TO INFORMATION ON ENGINEERING DRAWINGS 837S SULTANA AVE.FONTANA,CA 92335 FOR BRACING INFORMATION,ENGINEERING _ DETAILS Di-010,AND SPECIAL ERECTION rt ME. RECOMMENDATIONS. ROSETTA CANYON II ELStNORE CENTER «..>»m, o ,� SUPPORT VALLEY RAFTERS PER RONe dun ta,2oas RANEE au to r'EJ555 UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET. 40-0-0 12-0-0 I I o MCIll ::r c o N : _ t d i s 3 iu _— _A a¢v,v,:u,¢uccavvuvc¢mvvvl3vv. i ii '• I a , M � WORK BPpCEi WORKSPACE _. -,., r�i 1 ' , 1 Ij iI 'f v e f I 1 I � : t 1 : : i I : { 3 ' E rvx U. o 'i Wso , 'i k L<,11':�f!{ lt•AFIr _%� ` iI. 'fig . = 0 G i pRp 90000 3 s g In { a. 134P-0 . i ' 8'-1"PL.HT. W/STANDARD HEEL-VERIFY PLAN 2710-C GARAGE RIGHT LAYOUT IS FOR TRUSS PLACEMENT ' PURPOSES ONLY! UNIVERSAL TRUSS,INC PRIOR TO ERECTING TRUSSES REFER TO INFORMATION ON ENGINEERING DRAWINGS f 8375 SULTANA AVE,FONTANA,CA 92335 FOR BRACING INFORMATION,ENGINEERING DETAILS W-D10,AND SPECIAL ERECTION n001E.B RECOMMENDATIONS. ROSETTA CANYON II ELSIN0RE CENTEX " o"c. -�«.o ��¢ SUPPORT VALLEY RAFTERS PER NONE Jun 16.290E RANEE 1112 w 1". E-3585 UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET. E 124-0 -8 , •»sue- uz� w.. ,. � .+^"P- ,,.e � , +y h i 1 I e v I I e , 4 • I ---- ,m,rrmm ae. ""-----� x_ i Q m M WORKSPACE WOKA SPACE niv"u .... ..-_—_.—�c:.F:_......v___._ :.--.f ..',yv.. ••:_ i ..,.., .. .,._.�..a.._,._.airs_.__._-- W 1 'I� r , , e v n � ' , ! i c i d I 'I II R W'm 7 Ea I I __ -- 'u ,O pt p p p 111- }. Q` r� F • JIM r , I ^� ,3,!�(� zPI l2Ji'l f7 I ;i ;I ...................._._._..... `ALI DRAG- 00ae a GN TRUSS_A801[E DRAG- ,_•w-- N I i , �I I o p DRAG- 0 _ '— ' �•'i o `� ;� o C9 d � a it 3.3112 gi 3.SN2 _- m ZM r 1 T205AG r•Ii,n• ? � I J nn 8'-1"PL.HT. 21-2-0.............-........_._.--_.__.-.---...-_.y WI STANDARD HEEL-VERIFY PLAN 2710-D GARAGE RIGHT LAYOUT IS FOR TRUSS PLACEMENT µ.. PURPOSES ONLYI UNIVERSAL TRUSS,INC PRIOR TO ERECTING TRUSSES REFER TO INFORMATION ON ENGINEERING DRAWINGS 8375 SULTANA AVE.FONTANA,CA 92335 FOR BRACING INFORMATION,ENGINEERING DETAILS D14)10,AND SPECIAL ERECTION ROSETTA CANYON 0 ELSINORE CENTEX RECOMMENDATIONS. r "Zo _.. -,E SUPPORT VALLEY RAFTERS PER NONE Jun se,zooe RANEE m asz wu s9' E-3 UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET. 304-8 CONVENTIONAL FRAMING BIDS DRAG-3387# li - 11 {i T t: . ij NA ii . i a F7 Ix ...........x ------—-----------———-----------—-- ri r J d ¢ — " BRACE ;I % tr a PERT : DETAIL ua Is .o H : n i - N {7 N G , n ri , a OI a , p, t LL y a t t _.__........ tl ¢ v I (7 ~ m ___a:--w•�nn•ve veeavw •n:wwic T3DOA 4) _ ~ 4 : o ti r sYgj, -- T301FD DRAG 50520. --------- ____ a T30SE------- - __-____ JI --_ _ -_—.... m n T36G(C�a ` C _.., N T301D F O u T301C - - T301B___-----------________ _ __-,------- wwwaa¢¢¢wwa -- n-- W........vm_ ¢ - . I .._. ... _. 7.. - i I I r 1 Al.El(i. fit!ajll ''� f_�j i+ L- '. , �W sjA e.�_ '"'�I�• S1A 'n it � 1jl2T{�IS'(j'''. r' T302A, CONVENTIONAL t _ 13�-0 w FRAMING - BY OTHERS 1 30-8-0 PLAN 2875'A&B'1 GARAGE RIGHT LAYOUT IS FOR TRUSS PLACEMENT PURPOSES ONLY! PRIOR TO ERECTING TRUSSES REFER TO UNWERSAL TRUSS,INC INFORMATION ON ENGINEERING DRAWINGS „, FOR BRACING INFORMATION,ENGINEERING l$7F8ULTANAAVE.FDNTANA•CA9P39E DETAILS D1-D10,AND SPECIAL ERECTION „„ RECOMMENDATIONS. ROSETTA CANYON It FL.— CENTER HOMES SUPPORT VALLEY RAFTERS PER """ n` UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET, �,. NONE .u.ie,moe aaNEs �o-aiz a'� r Eaaaa 30-8.0 304-8 CONVENTIONAL FRAMING B10'S DRAG=3367 k r _ a r : p 4 = , „ P : li ,I BRACE 1 x O PER: DETAIL is „ __ ________a_ _,v a .. a --u.. o ' , w s Is g N , c� a I1 m a c a T300A l a - a qq !' T301FD RF.=5052N__.- o � r m C7 %213{4) �� a ;,_.•.. ..-._--------------__. -.-.-.W.=_:_-.:_:=_:_*_,_,_,_,_,_,_,_,_,�. __•._. -- - — - -r� 11 t.� g T+T301JGfI70#J�J��I`II !Fr I e 2-PLY DRAG-15001t G.T.} _ t�wr�f r�+;'' 1111 7T)3� �� .;11F°I� I�IAti1� E.I� ��g,Ib IrJy'Y T303B 477��T-}�'.. I o gW3BGS'r= ! 1 q +r .,. ._�>� r.�AIc u'�-r.I`spit . .,� ., •�__• - — -- o- AIM RI 1. 4 • :._ .-:1CJQ Lis['.tom 1' CONVENTIONA ' "' "''t ' 13d-0 FRAMING 14 6-0 10 BY OTHERS - t•" 30-8-0 PLAN 2875-C GARAGE RIGHT —�aaaaa �,go7rifia nwai�� LAYOUT IS FOR TRUSS PLACEMENT PURPOSES ONLYI - PRIOR TO ERECTING TRUSSES REFER TO UNIVERSAL TRUSS,INC INFORMATION ON ENGINEERING DRAWINGS „ FOR BRACING INFORMATION,ENGINEERING ~eb76 91 LTAMA AVE.FONTANA.CA 9pbbe DETAILS Di-010,AND SPECIAL ERECTION _F RECOMMENDATIONS, ROSETTA CANYON II ELOINORE CENTEX HOMES SUPPORT VALLEY RAFTERS PER UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET. NoxE .NN,[tAOe rur�E" � mn ,r Eases 944 30-8-0 44 _. CONVENTIONAL FRAMING B10'S :I i I; F q � !" 'i u : a it2Ee M �ry .. ... .,. .., II is x BRACE i X i PER'' II ,i DETAIL e E: .one r. r x 0 Ic i h Y a : CQ7is F. L'! E T300A(4) o o r3 c : ; ij 73Q1FD DRAGm.505.2.k. -- T301 E T30,1f T304AG DRAG=IDDD T301C............ - -.._ p.,. ........ T301B n.. - = - -- -- I�m lua39#j"A 1? �� f w . Q7 +'�lfa e _ „ r2Iiil;S1U=�1- 0 n r 02A } i CONVENTIONAL FRAMING 13-" BY OTHERS PLAN 2875-D GARAGE RIGHT.- LAYOUT IS FOR TRUSS PLACEMENT PURPOSES ONLY! PRIOR TO ERECTING TRUSSES REFER TO UNIVERSAL TRUSS,INC INFORMATION ON ENGINEERING DRAWINGS FOR BRACING INFORMATION,ENGINEERING `ea719ll VAMAAYE Fa NTAMA,CA noor DETAILS D1-010,AND SPECIAL ERECTION RECOMMENDATIONS. ROSETTA CANYON II Eta.-aE,cA CENTEX HOMES _ SUPPORT VALLEY RAFTERS PER -a, eeoes Aewuuau xAecn �" • ~°e�csc - UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET. . . . ^ TIs - | CLR. 19-2-0 , , .0i ~ BRACEPER e DETAIL r i I i li v '• vi •! IN Y ii 3! a Tab('6 • '{' iI 4 H pl P .r n ij n l Ii li - - .. G a i ;I i I I j. I� 9 Fall. Fsi Jk.U. i NK1RK 7pRCE�f WORK 9PACEII X ! '� i :?55J i 9 I .I i u Yelli 3 Is vi r ii it is i :� i II BRACE _ PER 81 II DETAIL , nc i SSH 1 ,n IF STUB 3412' �5ti J 3-PLY G T _ DRAG—5110}k 1 a T50-0D ti a I is 3 SSG t ^ n F F } vaa is ytia „� T547A "OFFSET DRAG 11100p ,I rSaTlaG I I f 502H d L S6C ;aSD o_ W=. TSo (5) 19-4-0 29-0-0 a .ouvr: �; uo•Iri3oJ+twclia PLAN 3113-B GARAGE RIGHT LAYOUT IS FOR TRUSS PLACEMENT PURPOSES ONLYI „. PRIOR TO ERECTING TRUSSES REFER TO UNIVERSAL TRUSS,INC INFORMATION ON ENGINEERING DRAWINGS FOR BRACING INFORMATION,ENGINEERING 19T1 SULTANA All,FONTAAA,CA 12311 DETAILS D1-D10•AND SPECIAL ERECTION a RECOMMENDATIONS. ROSETTA CANYON II ELSiNORE CENTEX HOMER _ _ SUPPORT VALLEY RAFTERS PER NONE Nle�roe .;N1 �� au V 11 F.T111 UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET. 2-1-0 CLR. < r � I a iu r� 'U Ski LJ j1 I ' :DETAL F- f .._ i. .. f I ; 3 T606B(5) k 6A(6 i 9 I i i SI FJAL u a ! I!YURK BRACE a gYDRK>1PACEi x S5J S5J To i IT - € BRACE € 9 0 I I .PER. j Ej is DETAIL = n ��-0 j SSH i a ;, STUB 3 112' �JSry' ; o Fq 77 I k- '. - TSOdE 3 PLY G.T -DRAG 51ION a Ir ; T604D _ -'00 3'I t r. r � !' " 4 I !' T504C —. 3 CAR;' A II ! ` GARAGE Ii 1 C ! SSE n e m m OPTION Ei j, a SSG — i;m , e ti ' f r .V48 F �I �76 fit;wlla AA e•io� r T507A OFFSET DRAG-1100p + i T502H 1 a 51 T507,t 5 I gti= �d I •V44- SSN qe 3 - f : va./ W I.LL T502 <.-------_ ...........__ s-1o� tz-0-0 194-0 29-8-0 PLAN 3113X-B GARAGE RIGHT LAYOUT IS FOR TRUSS PLACEMENT PURPOSES ONLY! PRIOR TO ERECTING TRUSSES REFER TO UNIVERSAL TRUSS,INC INFORMATION ON ENGINEERING DRAWINGS - FOR BRACING NFORMATION,ENGINEERING •W6 eU LTAMA AVE.FONTANA,CA IZ139 DETAILS DI-D10,AND SPECIAL ERECTION RECOMMENDATIONS. ROSETTACANYONII ELSIMORE GENTEX HOMES r- -nK-- SUPPORT VALLEY RAFTERS PER rsaxE Aueif:taa aAr� .�.. �4,+� .z eases UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET, tia_s-0-----_----- ------- C& 11................... 0 7m m LL BRACE PER DETAIL E ii a J. TS Tmo 0) .1 C( I I.06 j) � F a ¢ i � if !' 1 T506 (8)j� FA, U. F.A U. l!"n'SpAclai VVqRK SPACE Y. P it r BRACE it SSA'i DETAIL F T604p DRAG S17WET 3LOL'Y G.T.......................................................... ............................................................................................ .......................................................................................................... ........................................ 70--- . ..... ------ ......... 20( -------------------- 1!�!!.::11,1!1!!.,=:=:L:...:.:..................�,.�.�.�.�.�'....I.............. RAG 11061f * 160 _7 —TT 19 L Q. .• li Il. 4;1 it .trism I 411pn� IT iF i v on 5 iF TTsogA(6) n 1 ".4 i In c:iis lNl • T.5uz 0 I 'N 3 T_ ITa-o 29-8-0 A PLAN 3113-C GARAGE RIGHT LAYOUT IS FOR TRUSS PLACEMENT PURPOSES ONLYI PRIOR TO ERECTING TRUSSES REFER TO 'UNIVERSAL TRUSS,INC, INFORMATION ON ENGINEERING DRAWINGS FOR BRACING INFORMATION,ENGINEERING "Ill 3"ITA"A AVE Fll"Tll"A,rAlllll DETAILS Dl-D10,AND SPECIAL ERECTION RECOMMENDATIONS. ROSETTA CANYON It ELSINORE CENTEX HOMES SUPPORT VALLEY RAFTERS PER UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET. 1 1<----------- - 19r2-0 L I i i - _____ - t al a I 12 o tu' BRACE!E. i ' PER 4 E k DETAIL! a IN N SC( i i t MOB it [ y i it If{ S yjL 13 . I I �� FAJ. FJLJJ _ - I € y x It € i,WORN SPACE i VYORK SPACE Is 1. I " ' n N I Ei t n o BRACE I "`• it P. o l ° T ` y :PER SSA . : ` a I E —— DETAIL STAB 3 t1Z �J�rya i 9 -- u ! :I T5046'. ..DRAG=511019 3-PLY G.T., ..... .... .... .I� ------------_--- 63 a i I N K — -- — GARAGE; 1 F OPTION t ,I T50AAG DRAG=1100#it 05 �f tq k� 0�.11 1r� R, I� !T567 G ' 14 e a J57' Z!€ u e'I Q ° _ '.� - :L.. `,;I,•p. it LA it :TSOI81 a v BIOS-A) 7m o Ik T p21 F i€ it ''{ t 17-0-0 2941-0 10-0-0 r PLAN 3113X=G:W` fy a• imi owoor., GARAGE RIGHT LAYOUT IS FOR TRUSS PLACEMENT P URPOSES ONLYI -' PRIOR TO ERECTING TRUSSES REFER TO UNIVERSAL TRUSS,INC INFORMATION ON ENGINEERING DRAWINGS FOR BRACING INFORMATION,ENGINEERING ISTIOOLTANAAVE/ONTANA,CA9233s DETAILS DI-D10,AND SPECIAL ERECTION °, - s RECOMMENDATIONS. •ROSE17A CANYON II EL8INORE CENTEX HOMES SUPPORT VALLEY RAFTERS PER Eases UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET. xorE aux,IjRl RArcEA M.-w,x o I. 1-11-0 K--------------------------- 19-2-0................................................> qLRj T607BG .............. IF— IE _J T606Bl PER DETAIL A up fl 5 Is 71 L Au U. 15 A RK n--!CE Is Is ............... .......... _4 IN It ........... r Is BRACE SSA PER. of DETAIL IN 7/12 .b :5 F DRAG-- ��Ly G.T. .................. ....... ...................... T5o4D T504c 2-PLY G.T. BRACE PER . ............ DETAIL -oi l la ........... ---------------------------- ir T507A mom--------- 507AG yry i a iF .1 1 0 T502 5 DRAG 3735# T50IG 17-M 104-0 19-4-0 29-8-0 PLAN 3113- D GARAGE RIGHT LAYOUT IS FOR TRUSS PLACEMENT PURPOSES ONLYI PRIOR TO ERECTING TRUSSES REFER TO UNIVFRSAI.TRUSS,INC INFORMATION ON ENGINEERING DRAWINGS FOR BRACING INFORMATION,ENGINEERING Wff8LLTA9 AVE.FoWTAWA,CA1233$ DETAILS 01-D10,AND SPECIAL ERECTION RECOMMENDATIONS. ROSETTA CANYON 11 fL31WGRE J'CENTER HOMES SUPPORTVALLEY RAFTERS PER _T E UNIVERSAL TRUSS VALLEY FILL DETAIL SHEET. F", BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS UTRLLSSPI ATE INSTITUTE,INC„I !�(� .•_��� Thr teetol lie rood r.uoF,m ecowtlanm vFIF Tol dolor ylterla HewaYp¢nlully,rvatl frumt.n detyrod and I.y.:ueeQ YI rhr, 1.Tllm el-bees am eWlplY MXpflt,mllpml Ill vw,mein, I,md.b In dufWeerlglbn end baplyelarool«Ilob ry.l.m,It atd unlf«M Mdmlpr oeepplla h Me tlW yhlea papa.f we 11h.1w the, mnY et tlu rm11Y dpOnnl dolor amanplbns p.pNn IWIIIIedwllPrFel 11 Ip'•P+ed. 2,T.-an F4rw fln¢fual dehhh, K I 2do erltdIlly, INTRODUCTION °1e I�e.m may re.nl d.edr4pe PI Ihe mrpe«a,hhic,.l header m-Iarrel nnwePent wd-ew to Fled, the,held4aabpynlal roa.10I a meMltla.rd M.IN al notµ oyuW ,l lhed"SPKft rem"y.to.of Ill. ],ire rrrnrlben en plmed al loln4 fb etrnrmW.bn of,aye fn rt e Ad"e of eM Inhennl edp Of• Vfhp Y bamd into TM TrW Rate IciTee a 9eetlpn Sp¢lllr.lbhs,I Al .1 lorcn anlY .ypem,l .pollens fart Of thhe ho p1 how,when,deed ee,T to P4n C«Ywcled Wood Tnm¢i'w a®mmerdea IF,th tleLp,OI a.Them it eonlie,lllV at chWd membn,,1 lainle f«FolmnW. FU.tholt.to hradnp,deed N.N bl«Fn of WWeed.ry.de,Tntu meirNual wood needed a rue.-I-pere,ruenfY, Poe InRNuta Itm,in mMulutipn MN iu GOmpbr.11 Al-thl linen ,bn FI m.menl otrvoza, Caur,dl membcmhd Iw m0orokee the ee,.Vl A lhee omen. l.t.al thre u my be llgd d by dry.to red-btehlrnp 5 'hollh na_ IFPpth of IndNIMI Irm repraw.N a pat of the wood Ilan daryq, -fNFWYtlibn membpl aro 4tmllY+nenWtl der ePnflle br. Ve h the"fntl that Fell M lipm a imen.h. dp ,ptd if m the odrI ddlpn 54bld Adw eery.-Old d( sad Cel:Dcrlldr ra,pp fry rn ell mTMnpl,t.tnal b.dng h tp' p]the. b 0.dd,Fit.ch edrge srd fi.5 pwfad p'F tlIM der live bde KI vplkanv,reed Iloatl.era TFdmlol AVYr I'mlmlltte Immp-,a meMdddp PI the aria bladed al,b butlpn m1'Netl on W Ile O-b.ri rt�hV,ht k ed, rwrmd to the p4M of eYU lop Wed,ertl mtmmtneri IpI%VA-idefei-1 iM a PI rnemb.plea IPae-dudq r dW[the•myn. bW Wa Qr.y,Ia mrettsder.TYA fADd d.be w H xnYtesee o1 MO aetl.nit®rmaallY.and h,dePmtlMl mm1lNlrq aeppallb Ihot the madll[d brfeYel bad kpi 1plcnr IN[ toads a.IpWletl w.Ddhd rq hed thv 1medlld mtl IN[ 1.In raidkn A the latrnl bwl zvv_lFeholehh N.e 1l¢n Ifeea[2 IP NN elfarl farmrh.tlon WIN IN fll Ihh hradnr 4 mOAi.n11Y erd,aes.¢pralvd by dbgevl b.eHp m rep atAdl4tl W the u,AsderlTa, Leld le l NanpI.-C."re"I Ne_F.he m44.0 Plsdipt -1 It,llm'cv.n. Lbe Willing delp,p Wit=ry."land breclep It don Ilrall hmdnnp aid Fol-Ale..nu a shop.Idol a,elFslm pl el m the Pone.1"taro tP how eea'Y mtv member in M tmOHw¢DsrlmeMlOpv fee opal.hell ern"pdellon Soedef deelpn rm.,lnmm4.0 n held prong.Ohl tol the po4Upr e,sunad III,It In decode d..dum,N w doer-It PI the c..ftW-le b plmmd to ,dmlle breebp,dhpthel r,tl,or walls.b e.M load coop.ehmmrs A.The build4q daipnn Ines Inc nun daepn.l wNl mesh roel,11 efafd.darp -It.1 f.-Rdtr.mrmnerd.lier. end lhalr mbmlwh m All unYpd_-4F corteekh. WNldme bad rl6 mnfuclN(,.wl6de lord Wdt'q wmnMv by.M pWfdep dnllm.H,dull hlwmb,v toe,looelon. of N.dgln Manure rAdb Ne rhoore 4aelon r«bracbp mre lrW hahan der wM mwh.d d mnrreglp,p rp e4porul hraahe u raee.d•o mM FedmNaeV mled.If it nos hnuMd pal their be mnrdy.e rI.-Yy don 1.-Oifgoewl w torte b.e4q Is nmmm.d,d fi Nr ph.. the shepry 01 bat.q is la IpPIY wllldml mppon at rlpht.tgln rmlh.d le,baarnp a root aVO.n.NeiN,Wuld Ames scam manta fomml hY I.top dwI,In IYe plea I.mhd by flu bollyn tlrbda to In!Pled of the Ire m, p lorry trees r+mnEp In the poWlm lbn b InufpaFHl!u mpIIbr 1u el a mrFPalr ruI ewrYd rrpa,.IIY end prpadkadhr IF the Yw'Feb memb.a n rdedee IPf 1h w.sl1 _hed fb•I in the I TAIh thold mint a r,cel et Ihn.eon. be prtlared I.lice pI..Frellltel lhlo Y.dedpn In b,adop W e bdhy of W tulle.etmcbra T1w beano old eenpnbe daWla •mnh.ap Fool eyeuen. `Nhw he omen ro N.hePdbp de11p Y,1-t .Wen at pee of the STAGE ONE_Oud Sul dl deYpn dmelnpn�.aflnp meer,lfl en ro,pw,pY Nm1Ned a mr.e1 membee an d ppr�My�hh rasp-pFt�drgOewl yslNea as Tlee rerommd,daliare lb b.elnp Ymea won ylylvu Imo era Ne Fended bin uttege,eM[Mulls w peered by lM bads er rearaked for gad'dun menb..Tlu b dl-deelpor,'t,ptdlV mll Mrs..Pdt ch de t-.g l.dm4.1 pemm,l In ehe erood Iron dheetbn mmexdar tr,2-v,We mutt A.Ili the cut«..1 lq theFa Nle In.hil W now lel,4tra1 b.tkq N b be frat-.d«-,,,Ind td prom oultdn.or my IA� .Te led If I IIWtt""htlndllq dnlpnn. u�Tne balWmWor-bn cmpatbr a rap«dible for Prep.wood I mawmml,h-1 mil b.T" b".."t hd blo bWle bAerpo Tells Phlalmdeulrb-I_ Nr�d�r�p -��fa.�aYbadnp.Nanap Mtn Wf nr u,hwml F 1 I Y v; SetA b'ns enY ra..1.tttY f«herrlpp.addep hem l ra>•,sppllm r tla..pea derhq efytibr deep pus I,Anrh«she to nude.ntl relb IFlpure ticll. tbn,ur rtWnb on lee mcwnmpWllpnl Intl Ins«mdbn mnuinatl Ihry en rvinpbpl In e111Tmm1 Gbm,dudrq and ally Inld IV he .eFa.n py WllQlnpdetlpnvnar by.ecp.n tehpectp. 7enp.mT y vmptlon badrq n»y lopaw,Wf vf'ma.11V M 7.Olepa Ioraanp in lM phne nl wob mmiNen lFiqum tldll. Bm1Or m,lbbuedlnp tledlpr'1h Jnp Nan.Ile rwnnl.,ddN., ].Oleer mbm a deermew by the Solid dK sewI_ el lu,wiled tade h-N Fill kr-It. . nr q«e a 2 Tr.np 6aa�ra.er xe1!- FYYr•.aw.yl i ,Mew Ire rnw•r,�µ.wrw.rar..�n far uaritrna er+e •� j ar.w.e YKw % Igvn Tie} Flw.llcl _F_ Frown 2l.h __. tial I( awe.a � �� c.dw dti wn�.nr W114 c h ere•.' p ......r.._„ Fql..lldl t...., C li lr..�-• .wr.N.n Flprre till Fiphre,2111,1 nAGETWO:thrinp Ymu F.rcuen lne Wnep or nenipn m.rnecb• It r Vfn it Ideled Fell d411 i bracing Smnlrl u 2-inch Ihkt dun teYe Fell p,eu..he...seure Ihw the•coed nur,n ue r,oe bating,V-rhpe A,1.a gsal ealenl on hew-11,he Fin nee n rr.mlvl Wmber!to Moulted.1 rppmakvfely I abdryne cool to fee 'Zel llY muI11r1L Qerh.etd.I,—line it Wdirp,rre rK of spoon beer beted l.".5 W.-Irsh rl we bntlnp Wultl he al.ted,ro the FPPolrn Yde and m[epP pe la when'do,"Fel.4 neQ,µry to Istvent at the uma membn rmutrin94eenlrlutin9, tl.m.p,dwlr.q lel,,FbIo;trnuhw remmmend.liam an permed n Oro pllp......mahod N I.l lira 1——th«e to hebreyd the Ap«ndl.hne.e_ I. a sub.Ali-m he gourd..d ee-1,.mho 1.IFonrrd Th'n pomp me I,he buildi.q Sao hell Nould he wpporled e.hewn in Fit-2 dnlgnei a option_hrrr,.er ton.r�pmm,nded ehelrim.rmrnen,,Mtin9 I.ie ml tmppn.nr n b.t<the Inrt hop p b,de e,Addrtmnel gon'•tl bin¢,,m 1.PPDtmla nn<tlrhn,imrde the not exceed 70 lees,of.It,the nnnonel run pl the tlropovl br.[in9. huildmp µturtle.All olFn,rotes are tied,F Ne lure Free,rhut ln� huildinp are.Ira retpmmpdM. The peora ,=lt�OVld bel lei dt-W In 1r w4h Yl Four of femmrnmdcd lhel mnunapYf Faa.N Mmrry lr nn.eped wnhm 6 oche el eh!idle line Qr curler hoe arO.I epyvem.eety 81ee:rd la Ion r`.ero ruminuout 4tenl truitq_Otnerw'v,he top dord PI'he ' F r Ilret th'n un hind pdsway,.rM allow.he Pine Ili di N.Thi,chile, IF."t-t.iter- Ih!ridge line of dape6,tu,xe or you•Imo of n Ivwm�f awful,I...trrn ..drPI Dn all mnnetamn nl 1he del nude aref he eaen,For couple I,—neon Ile, Fl Itndnp ey,tem, 1.,hF-11.1 of Ill Iupn w "bode.be"Al 1p betw¢n 4,m11 rvv tx in-ood,10 12 h.r m la lace O.yev[., wird Ipme n�turn F,Wn Ill a bunelud!plywood.r roal "ll berretn Ile lards bntirg m0 nt aI aPproenv,ery a5d.q¢ Ntlgn telMim rV,Ili eM,roan .open,lord Inc I6_1'.meur,ed Fee n.bililY m IM1e dare.1 me toe chol HOT£..lone•Pen•or beery Iwd.mey reeulre uea. I vilhq of el lh.,1d be Sere le rhx II IN lhuultl helween I.IrnI bring dent dud intete.h belxen d,agonYf lord l trouts d hurdle der lip.the-,will b F,,ldi 4eel not err w Flqurt 3(el Utunn,es re q�n Ilc V win W ere lop I.eil ml.0 ry bee- � dt rewmmended to rue µ.bl m ft end of of bplleNp Ili pawrbv me t.nbnrgm lees Saar Fur Fhe IOP p,Ptl•Inurtl bru Ile lint hue.Thex¢deb,un brcik elf ee Odl W.,thus dlawln9 It p I Iovl mllepx. M Plac,d on the unewi0e pl,K apP[into b rFp tr m4 rot euet'.d he nmpeE«the plyYnod derhlnq Napplied_Tnedr derrN rHd \\ / Ae rnevn deco u,:n Ple[e,ehr hurrdcr der e'emoe morn«.,dun .cunlv.nn dvfinq lne dccYrn91>hnss. .fool Wf1lNent temwnry brxeq Ili hole he,tunes plumb. In \ alilnmene entl N a ofe I-Plm Yrrhl a 0lrm.nmt b.dnp,d«hero. .".q-111r,merrem fof,Fe to,A I.ender more A,I .e aNrar ohmNrnp un he u,lyUed.Temporary bncinp eM Id b rot tm 'nllell hrt e m Fhe pone of me rop d,prd fb Ibt roof b tlppr \\ thin 2xd dlmell lumber and du,lld be a loop u pndiol Ili "uses The ev of I timil.,IPapnq wooer n remmmendN lee.0 14, Nh,t irq.Tha..of IN.etu«V Pieta.,Iur18n WMaen,dlaynl Iro,s, Penrer4r IAmtlon I.deendf Ili endng a.eb eM he I,.. Fide.7N1 rcormreh,dad.ueuo uleA umho lY in-.,I-In, rrucn n Merin In Fqu rc 3ibl rmmrtlh.erroinpa1411m 01 Iwger mnlb bneem Ill minimum ernl.Ited of.h 2.Wro htwnbr Pf.rw, re�e eke ne¢Wr enrpwa+Y rpnrlietl on Ihe efrhrtenural Man fp, Ipnplhl.7empvnry badnq IumWr mth t e aeod MIh Iwo donblo Y In rnrnf.I phrn.ronl b'eefo and maY beteene pfl Of the Ppmanmt y'ao It netded IFd vde r.awry mleµspon with the hn�member. Waring in IM p4ne nl She hob mm.bin.Thr.bm.Pp n-we - mended lhno doll brecrnq be.aha.t each„th le n requiring epntinue.,. yle,el brac„q. tt +epee is ,¢elYred, i - Pfa-eFl%. of pnupt of nuoi..on Ilellee t iota n.t, ".1y mrndta,lul it b o4ad p np p d 8 dL l 16 tell imervrl. Snead.t..1 Yr 1 em thin IiMM m10 P4¢n a[mmhl'rn i,en r �rw•'Y•ww'r••+•u rd•..ne.•.•u along the nee,Irnglh tar roe1 pueµt deed d rpF ImyrYo I«Ilppr .®IvbN allemae.r lfiooroase-eim"me.hod Fwa.tr.n w .we w.•••. Irupa y r Etee,ef•.Cnl h.lwr.n,min dreultl 4 m,in.ir.�u b.cirq is r�rr.wv..•u•. II n mI pnnany reewury lo.Qdgotul[r".prq Ili run mnitnu indeded m mW the A.a+rdare w.r;u ul ro.rvuiry ertdng n edlun "'••"•"p^' Deasy for the IVII tern.a o!IN Wildrn4b'1 rl rl mmomleded ttil,k IpMnp n dln`Wit 1,.dell Thl.en al"Wit-t..,eftdr "un A�veM.e� ,Pldlep OCewae+t.I..1 d' ram,as mPpu If.tel--I-ie re-Fe FI Na wrong the tweumOl fun el thertl A b bnti Mt eaten 20 feet, Ypdttrl bat-nq Awn di 2 I lh ll,i,I, t�u° dry din b Iepd t0 bra¢e- vu whYe dr.III. ..If N impa.Yal.Fi.,1,it.l Ipupnln tlygnrt bnErq ifr Ne p4'h of oleo T,IFFIYlt bre[mp dins bs a told o Inrc.Pew of mlenrrw in Mb ✓p we4 P.pnpee;FYqun albs Itnupelm the utvni n.pw+nm,.let may rooI.r.tem to Iruuq elf Pill 1.Top ll IF Irl,doe, pyv,7.".eh �' � spy.i1 brans b.elrq N.des•ei1MW dlapmul hndnq. n.e,u6¢r hype 61 naluf DYro pnperdimbr IF erre�,,pId}bpppm t]I«e1[dellllgl pelw, epI wuwwr �a�/�a...+e ].Bptlor,l aaepld pheree, In Iede,10 hold pope+,padrq-IM ' •le" 4eiaruo- ve. r'f°r� bpppm Thpfd,ken y bndng he meLmet'pdy.IN oil..11M 1.7ap fhbtl Plain. µoil Impadmt m be Wilda er dacnon m'a �1 taw o'et�s< bosom dwd.ConWume lens bndrgn no pram it..9 leer In mel.lfl.Ilhmdrq lA tar qhm al one leprlr«tl,Tfu.mpehOl er•.rrror ryl'rYnYre 101n1m yprenelarglhe eup.lsph'11 nme,mmdnd full WVh of fell-tlble b 4W.1 6ucallrq Aden N y.n bays wlhwtned,ll'r. F11Fva71e1 ; Ne builtli rq,vlNd to IM lop of Ih!bANorr,domed.Oly.el bead, I ' F�.•�Jr�YWry• —1�mwArrr.•e gMr�m.wrW •4 s. ra 1 1 1 t gp,6h1 � 1 Jd 1 1 f fl If +pa�rr•+• II I 1 1 �rae�awww v.nn•r.r...r r FIpn1 ahl ilirp,6 F'mrmnn b.s'ra min Pma1H wffWat mppal a rlpb«rNa m W W n of fL um m Ivdd IVay vIm mmGv b IN pmUbn lhordd b plwd De ma hr®b av w.rv:Jay Cgvd be 4rtftl ®M br h b ddp,.!n,dtllRen.F'vo'n•tuO b,drrp p®W < F/pDn ypp t..ant•ew.h.pp pv m a m awe orumadLq q a erm AN �a¢J b rrmJ l,mal term Igvvve.n W mamhpd prCdfnb W mhAtnFsl etpdxlapl J•mbb bto4d vrrh op me vum meduollY ..hrdatNgt lain. bn,d, I n dtpm b rrmevm.wpd En/mrrd ro supper k N 1f.mb rm b beard u prm mt peap,dN r r.'[b.bm 0-i Di..Oi m o p bSmti dine b l„a of Il,r b rlry emM,rm rm'm m Ocm r,6waN dPd All Imr pspurov bndfq a,r b wStlNlard brm v.w leplmt rvrrpD uaul0r eet recp8d Iladrphae tb trtflp el Ute bumf�M tdNi'ARIr{FArrd 111�IIh of r:,mrmy mrRrhb a races. , M it b rmm`aa.dd mJ N d bGhtl n Yat.f m.1 vd n b llnard l,mpmdly yel,tb wl b/Qnr rah w Rnlp d e1 da M rmv exs4 mspeFary mpWpp m Nrn.el tN 1.Tm1 ODrtl War. T,rh bradrq h ddgad b r•e1n hbnr hmC a[1301d f bma}kd a r1a bWlem g dRN m.m"—, 6TAGC TNFEC:Moman 4smp h datpnoe.,e madfhd by the S W.mp abmLL a 0_r Roa 0,me}A.."b Ma eA IsmFnrmblMq W k l—f—Wf b rb.a wlvamr amain or dgbm la dv slrl Maf algv o1 da 4dh9nC h b Ipa frf�eh�Fid MJr a.�W Iclvq mf aea@tFy I,JRrq,.rmlp,v bulgy Flpp,B MuII—bm"A mf ebm el tlm hertpa tl,er1 --"U,d,WGPeq d.Fyw m.ndlau WI,be hn W am dhpbrpm.d bdmbpal lyd tlL'rbmt br.dm In mI pbry h Na ba b.u1 ptrr.tad doOm ml b PI OoI tq b�.IN Ilatlrmmb Ima IoIrrmmr brr6al,r,mrp,d bV&dpllmlrrM.rn eandhr rolr�vbd. mmpbNm b.d d,gdd a Itrdpd m B Ama N plyl ppd on Ilry DYr L�omlll 1 b Ikdn6n m dtfipf IM Ibnn N b*Idra%mi It qpr bl fry W tpbuttl m.MId ,d.80 m fY. y—odPp—No W m1W mptM,ad,pear{HpQp•I pnu or ,dr,bOW.9IR.A aaAe1 Some metal moGrq wip Wf mfr b.dvp inn,m tq n mrrmmaabn of arrr o,mbucddn rvbrUb Immn t or {ow11 Irma,beslnp nllt.mlvmni bnna.[r.l 10 1m1e.t dbphnprn wtan prepMy pppd ad rgUrb fioldpdpr,and veal Ihna1 pan Nhgln rnal muavmd b,tQ.11 r. rr.and,IfhulA•rOfaxlmdtla mdbbnpddprar. .p..w rr.wyrr..�. In'p,l•W.arm mmAa.A,dmRd arpq.n dv dararrtlon.l „..w.....a..m aw.».r IadldNp dwip,Im u,maay,6TAGE pNFI,d.pml aarsrp a tad va7tmlp h mnrhl,o,upEfa ihr Inbd b¢Jrq Ol.pvml bvrhe M w phnp el W rrA rmr�aa lr alto.ad rn .�.twM•r• dtvlWb mtrpeJ twdhrp m adb—Ir®urd n m.qd Ww+l Iwm m d11p1rpprf q mlar.a0a Bp®iFpl rmu W algaW bads W pinn el qB,ubl h•vwve d Iv�nwl M h rum M flr brdfdlAp detfana,gttl MII drpnd rout W uuomn,ova mallpwe Ibn,Tp.vrwpeyq.nd tlalmdbq. GenwIIIV.br rml try the mrwrq ur,pF 4em 12 t m IB lal dtDn,dlry upon M1w 11 nL, 1p ow hndr,p In the p""DI ttre APPEINOW mD demi For Ilpq vapel the aen bIolOAoutd.b.ppeahrntely - Ufen sn--!•bar 2.Jnrlpbckf afv I—b•vml lvr,vmr Ir I•Intn.dd.W1 mh•ppadl•m•dn n[Y tprulhc r,m.n rlppr—1, nadrlbrn IN.m•V b uxd V,.puidY for geflb hvdpnp,d mnllpn pmfl,ma,aomPpt•mmamt m.aoLL ihee inn Flwn lard Flpvq,plvmagbr•e:reln,hrpMrof,MrH• tcv,nlinrlmtelnr.Nm+edb'mmlquaniam Mllbrre�y, T.U,han Orprd Nwa TAb lasting a—.d to mar,uln ere UNWMING. II Nolhte.vv,m tlgll b.untp,dtd m r._j, .�r��-`•� nq ddpr wdro and maon[b blad WpTpnbm.fsnrlam cf.aN unpglr pua,3 Thry WII rol b nbtdud en rggl,—1,p•.1 rrsr[trudYYrq Iapa n gr,rent el rtwal al urea eve Ip wind fe eaum urduo btml Ip.I..,Inr rN�rt,emh Ndirmnhn of n,ry upl 111 o•araanl reel or!bq tedY,pf Jvirta flumpha of fnr®h.n atapubh paliq ymrldd W r 1ti Fw wudlb.Ovri Vumn en wo[aampcd w earmlwlY nreifid[n J•.•R of dnnprq. p cv®m gnrlhver nMlll0 prnbn of Th.bgldq WY aside[eeh 1bn Inn serape il,ar..r•r 1a. ult-Hv,IDd 1 bmmer i.iMPrmtmbuV,rrddmla b v,d 1 oqd byonllamrmrugbnnfidly. h,enpy 10 mitl 1,y.pG.q in 1N one rrrMw n Ik 100 dye of FIq.n8lbl Jmp#fpa pueel bTPRAGt.Cre Wlr p.uvm ro ueetu lHan v.¢ply brr'Qlr9 of Bnpbp{n the Dhm o11he Wlmm shad U arm daipad m In m4 vram Ir n.mw ppgba a•Ielmf MJIe the uyrya.art bared a 11pge•I ra urea.fly II m 11*r VIbra l l h`I length plthe l^D rep sAgd Intl rdviunelY,ttrdmtl lD,he tw ease.It,l nmm. I.tenl-W tlrr m rrvro w ftamiD hall Mlb sd,Vvllc dtea roof n .•Ion tN brdhgif•n,mad. f. msrtlld Wt dlrq-1 bndry b..lgliW m 1b rerdlniee of 1N lep v Inkrp IvuJaal rleAq,LL phWlalh berwmr pemhraws martl 1ppe.mllpml Wlflnlel lheppbu. I_IIMtbgl.r•.ro arlWllte lb Wlrom d—d.ll hrergmmpyd rll.umslbnorm with l4e rua•dm,lrnlal,.mE ma[be pwd rtm ere—W. bar pl dl,pm,M Op be I—rw al udt eM of avr Iv gec,lpn,0 -ould be grind in•vminl. W,.pewnf fyvt161.1 ilk-Aa,'h.raeadty fa.Dprybldi,FDrul bus og m ,mr bu11A,q ad•dytbnl rrah Wrl b IoatM m tpvled IMmtl wNb pan1IIMIq dawn h k� hem W.__.ban WAdlry o" ,hephne Dftla mp d,wdd CneNevplaeCoIA1Vwtd MIIim. trot anmd7U la[Fgwe S NW-1n 1.—o1b—M rn lne the obis A IVOW p.cnv[Ion r.ay bt uk-I OVif,,mvv lw phn of the beryom more. m,lnvn IM MII pints ml'mhwe Irvin mrq In'l min 11 N rrmrrrrrrmdd IIIII,Ale d'oeRul Waft u lhoan i.Fip,, Mm the true IOd Y.hltfi an tr vmrb-m sewn,m•dumlbn. SIM,b pnupd en both Jdn or mend,.Iinl110I tl=ll IN T.eq rfaewm.adstlpn for bnc;np wood urma Nre bx t dnbea brddlrq npYdf 10 ttu'm Iupm.,hh bndnp sbWd be nputbd.e Hein N tdwh.upwierro of hadvq,eclWmt plYmgN in,k EMMNG TRUMM Tin,•w eaaq o,Wilar.Wlf urr tfr ImenA ro peJn tha 78 Ieet, weed 1wv AYvnry bq murt.We rp me nwun of.aperretririhu nssfmry prmmmnl m iNyr.,Nt—061.aM erte,lon pn¢daa IgoNd.bea,tvnd ordlra.priUe bl,A,uu of.or IM"bvll m do rot me.n Wrotlao.rVn.prme,Y eltM hu¢ 7-IM1b Mtaprr Marra Th,pamea of 0,,,b rq i,m Mld 1N dvJQ.rn,WrYdo,pr veethmm�ntm.. Va%a in f wnlol poriron and m m,uwn Mt dlolA fvaJnF.tn Tru®Wa M wcr Ioo,yvtrV.a rOgjned oYorq rrb:.+pLn •ed�don,thn,Jmr h.crM"qY br r[AUIM1 fp malm IM budrlrng lr.c..vum vnll b pmpnly,l�nvdl. 1] '• IS fY �F1 �.--•me.....w rn..dw• .,.p•��• r.w � I 1�•.••w .rw 1. .r...n•u.]nr•fn.rm•M� I` ��wrmn.vr fq'� FrR+ra Af3ll� e.. r Fa IftO,n.mea wrin main i. al d]het,II d meted iMt,WWWW h W.dM n rlhr4f.led b R m Af01.TM Fyn+AITI svorgbid mwld la m,de,1 Io v,r top aa.d a,d Vr mntb.rl 11 FIplw Alll ,+ fa vw qam 0 F b i0 1-,M 60 111 or,_W Ilhhp .A— rri6ldph,.1W evo 4n utton aroprsVv,l aRlN,ra'rq FOI pncdrvv 4 mean m iipm AM,fI Wuld be rotd WI ve Wrl foa 9b on D<of——1,bl Mth m,rhatN rov,9e.1.wro, AW/pandF.eaduR Wphing'roue.h:IlunnldbFlqu.a Al11 Irmn eh u.dr of the mreltiv bu"Ianin"rl mlfa r.—d—'4 M"IN nelp,t Of the trw and VAI—,IrlpidllyWldNvll,M0— 'I III, evarpfndaanWt,aef70fM. taewr;'thW Mll twdtonw bW enq plrM trva bpAr.p of lne rNn IF Ir to Q Job Truss uss type aty Ply ROSETTA CANYON IUCENTEX/RANEE E-3585 T100A COMMON 5 1 Job Reference o tional Universal Truss,Inc.,Fontana,CA 92335(GAR) Z000 s May 29 2007 Mi7ek Industries,Inc. un 18 16:38A1 2008 Page 1 i-1-7-0, 7-" _ 17-2-0 26-10-0 34-4-0 35-11-0 1-7-0 7-6-0 9-8-0 9-8-0 7-6-0 1-7-0 Scale:3/16"=1' 4.00 12 3x4 Camber=9/16 in 3x6% 6 3x6 5 7 3x4% 3x4 3x4 4 8 3x4 3 9 2 10 11I� rs'1 o c 47= 16 15 17 14 18 13 12 4x7- 2x4 11 3x4= 3x10 MT16— 3x4= 2x4 11 7-0-0 12-9-5 21-6-11 34-4-0 r 7-" 5-0-5 8-9-6 12-9-5 Plate Offsets X Y: 2:0-2-2 0-0-2 6:0-2-0 Edr`10:0-2-2,0-0-21 LOADING(pst) SPACING 2-" CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.93 Ved(LL) -0.42 13-15 >981 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(rL) -0.97 13-15 >419 240 MT16 1521158 BCLL 0.0 Rep Stress Incr YES WB 025 Horz(TL) 0.17 10 n1a n/a BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight:125lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins. T1 2 X 4 DF-N No.1/No.2,T1 2 X 4 DF-N No.1/No2 BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. BOT CHORD 2 X 4 DF-N 240OF 2.0E WEBS 1 Row at midpt 5-7 WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 2=1 65 510-3-8,10=165510-3-8 Max Horz 2=62(LC 3) Max Upiift2=40(1-C 5),10=-40(LC 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,2-3=394716,3-4=3239/0,43=-0151/0,5-0=-104/14,6-7=104/14,7-6=-3151/0,8-9=-0239/0,9-10=3946/6,10-11-0134 BOT CHORD 2-16=0/3662,15.16-0/3662,15-17=0/2698,14-17=0/2698,14-18=012698,13-18-0/2698,12-13=0/3662,1 0-1 2=013 662 WEBS 3-16=0/207,3-15=910/107,5-15=0/681,7-13-01681,9-13=-910/107,9-12=0207,5-7=-2679/72 NOTES 1)Unbalanoad roof live loads have been considered for tfus design. 2)Wird:ASCE 7-05;85mph;h-25ft;TCDL=8.4psF;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live bads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard broept 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pi Vert:1-6--68,6-11=-68,2-17=-14,17-18=-54,10-18=-14 Concentrated Loads(lb) Vert:14-75(17) oQRpFE °c (01817 1� E ` 9 1k �f9 Af( � Job Truss Truss Type City PIY ROSETTA CANYON II/CENTEX/RANEE E-3585 T100AG GABLE 5 1 Job Reference(optional) nrveraa Truss, =.Fontana,CA 92335 7.000 s May 29 2007 MiTek Industries,Inc.Wed Jun 18 16:38:49 2008 Page 1 r-1-7-0,_ _ 17-2-0 26-10-0 , 34-4-0 8511-0 1-7-0 17-2-0 9-8-0 7-0-0 1-7-0 Scale:3/16"=1' 4,00 12 3X4= 13 14 3x4 5:� 0 2 1516 3x4 3x4 9 10 11 17 18 3x4 7 8 19 20 21 5 h23 4 6 A 3 58 25 u7 2261 27 Id 3x4 50 49 48 47 46 45 44 43 42 41 40 39 3ffi7 36 35 34 33 32 31 30 29 28 3x4 3x4- 3x4 - 3x4- 34-4-0 34-4-0 Plate Offsets MY): 1[14:0-2-0.15daell LOADING(psf) SPACING 2-" CSI DEFL in (loc) Udell Ltd PLATES GRIP TCLL 20.0 Plates Increase 1,00 TC 0.33 Vert(LL) -0.01 27 n/r 180 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.01 27 n/r 80 BCLL 0.0 Rep Stress Ina YES W B 0.52 Ho2(TL) -0.02 56 n1a n/a BCDL 7.0 Code IBC2006/fP12002 (Matrix) Weight:165lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr*Except• TOP CHORD Structural woad sheathing directly applied or 5-2-0 oc purlins. Ti 2 X 4 DF-N No.1/No.2,T1 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 5-6-11 oc bracing. BOT CHORD 2 X 4 DF-N No.11No.2 WEBS 2 X 3 SPF Stud OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2-281134-4-0,26=281134-4-0,40=76/344-0,38=2WU 4-0,28=291/344-0,29=27/344-0,30=1021344-0,31=136/34-4-0,33=1981344-0,34=93/34ri-0,35=110Y344-0, 36=109/344-0,37=651344-0,50=2911344-0,49=271344-0,48=101/344-0,4 7=1 3 513 4-",45=199/344-0,44=931344-0,43=110/344-0,42=1091344-0,41=741344-0, 56=77/344-0,58=40/344-0,46=19/344-0,32=191344-0 Max Horz 2=63(LC 11) Max Vplift2=482(LC 15),26=493(LC 18),38=-100(LC 10).28=1(LC 13),29=46(LC 13),30=-71(LC 18),31=-MLC 18),33=-6WLC 13),34=21(LC 13),35=-8(LC 17),36=12(LC 14). 37=-29(LC 14),50=-l(LC 12),49=46(LC 16),48=71(LC 11),47=-829(LC 11),45=-688(LC 16),44=-21(LC 12),43=-8(LC 15),42=12(LC 15),41=-1(LC 11),56=14(LC 19), 58=-63(LC 19) Max Grav2=726(LC 27),26=727(LC 26),40=85(LC 9),38=72(LC 19�28=293(LC 10),29=56(LC 10).30=176(LC 26),31=980(LC 26),33=847(LC 10),34=110(LC 10),35=111(LC 10). 36=111(LC 26),37=92(LC 26),50=293(LC 9),49=56(LC 9),48=175(LC 27),47=974(LC 27),45=644(LC 9),44=110(LC 9),43=110(LC 10),42=113(LC 27),41=75(LC 10). 56=112(LC 10),58=114(LC 10),46=46(LC 2),32=46(LC 2) FORCES (lb)-Maxknrrm CompressiordMaximum Tension TOP CHORD 1-2=0/33,2-3=144611395,34=-9431931,45=-7331767,55-509/636,6-7--110711156,7-8--094/923,8-9=-804/859,9-10=-631/685, 10-11=469/546,11-12--307/395,12-13=136/238,13-14=-851174,14-15=95/183,15-16=-151/247,16-17=-316/397,17-18=479/545, 18-19=541/694,19-20=-014/850.20-21=904/929,21-22=-1103M 140,22-23=514/621,23-24--73w49,24-25=-9491910, 25-26=-1452/1369,26-27=0Y33 BOT CHORD 250=-1301/1366,49-50=-838/9W,4849=-6681733,4748=-5301595,4647=-375/440,4546-221/286."-45=-757/821,43-44=-6031667, 4243=449/513,4 1 4 2=-2 9513 5 9,4041=140/204,3 9 40=-8711 5 1,38-39=981162,3 73 8=-1 4 6121 3,3637=301/367,35-36=455/522, 34-35=5091676,3334=-763/830,32-33=224/279,3132=3791433,30-31=5331587,29-30=572/726,28-29=541/896,26-28=1304/1338 WEBS 1340=-70/0,3858=531114,56-SB-WO,15-56=112114,25-28=232138,24-29=51143,2330=-151/87,2231=9631839,20-33=188/66, 19-34=91132,18-35=-93/19,17-36=91123,16-37--82135,350-232/38,449=-61/43,548=151187,647=-957/839,845=-187/66, 944=91132,1043=92/19,1142=-93/24,1241=5418,645=-9991992,2233=-1003/1003 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 14-0 oc. 8)Bearing at joint(s)56,58 considers parallel to grain value using ANSI/FPI t angle to grain formula. Building designer should verify capacity of bearing surface. 9)This truss is designed in accordance with the 2006 international Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)This truss has been designed for a total drag load of 3971 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 34-4-0 for 115.7 plf. LOAD CASE(S) Standard u4,, a m i C01813 E - 9 �OF CA �% Job TN88 Truss Type aty Ply ROSETTA CANYON II/CENTEX/RANEE • E-3585 T1006 COMMON 5 1 Job Reference o 'onal nxversa runs,Inc.,Fontana, 2335( 7. s may 29 2007 Mi a ndustnes, nc. ed un 1 age 1 -1-7-0, 7-6-0 17-2-0 26-10-0 34-4-0 1-7-0 7-" 9-8-0 9-8-0 7-6-0 Scale=1:62. 4.00 12 3x4= Camber=9/16 in 3X6 6 3X6 5 7 3x4 3X4\ 3x4 4 8 3X4 3 9 �5 9-11 ,n 2 10 c%I 1 Ir 0 47= 15 14 18 13 19 12 11 47= 2x4 11 3x4= 3x10 MT16= 3x4— 2x4 11 7-6-0 12-9-5 21-6-11 34-0-0 1 7." 5-3-5 8-9-6 12-9-5 Plata Offsets X Y: 2:0-2-2 0-0 6:0-2-0 Ed a 10:0-2-2 0-0-2 LOADING(psf) SPACING 240 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.96 Vert(LL) -0,42 12-14 >975 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.98 12-14 >417 240 MT16 152)158 BCLL a 0 Rep Stress Ina YES WB 0.98 HOrz(TL) 0.17 10 n/a rda BCDL 7.0 Code IBC2006ffP12002 (Matrix) Weight:135lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr'ExcepV TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. Ti 2 X 4 DF-N No.1/No.2,T3 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 DF-N 240OF 2.0E WEBS 1 Row at midpt 5-7 WEBS 2 X 3 SPF Skid'Except' W 1 2 X 6 DF-N No.3 REACTIONS (IWsize) 2=165110.3-8,1 0=1 53 11038 Max Hor72=70(LC 3) Max Up1d2=-40(LC 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD '1-2-Q/34,2-3=-395616,3.4=-3249M.4-5--316210,5E=106/11,6-7=106/9,7$=316W,8-9=3255/0,9-10=3992123 BOTCHORD 2-15=-013671,14-15=0/3671,14-18--/2708,13-18=0C1708,13-19=O2708,12-19=0/2708,1 1-1 2=013708,10-11=0/3708 WEBS 3-1 5=0120 7,3-1 4=-90911 0 7,5-14=0/682,7-12=0/692,9-12=-944/120,9-11=0213,5-7=-2683(73 NOTES 1)Unbalanced roof We loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25fh TCDL=8.4psf;BCDL=4.2psf;Category II;Ecp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1,06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Ail plates are MT'20 plates unless otherwise Indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This mess has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-"wide will fit between the bottom chard and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306,1 and referenced standard ANSI/TPI 1. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASES) Standard Except: 1)Regular.Lumber Increase=1.25,Plats Increase=1.00 Uniform Loads(plf) Vert:1-0=68,6-10=48,2-18=-14,18-19=-54,10-19-14 Concentrated Loads(lb) Vert:13=-75(F) I QROf ES O r (01817 # £ - 9 OF( 0� Job Truss Truss Type Oty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 IT100C COMMON 5 1 Job Reference 6onal mversa Truss,Inc.,Fontana, 35(G o 0 s May 29 20 7 i e n ustnes,Inc. Wed Jun 18 16:38:52 08 Page 1 17-2-0 34-4-0 17-2-0 17-2-0 Scale=1:60. 4.00 F12 3x4= Camber=7/16 in 3x6% 5 3x6 4 6 3x4% 3x4 3x4 75�- 3 7 3x4 2 8 I 5-3-11 i n 1 9 rn 6 4x7= 14 13 17 12 18 11 10 4x7= 2x4 11 3x4= 3x10 MT16= 3x4- 2X4 I I 34-4-0 34-4-0 Plate Offsets X Y: 1:0-2-2 0-0-2 5:0-2-0 Ede 9:0.2-2 0-0 LOADING(psf) SPACING 2-" CSI OEFL in (loc) Ildefi Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.96 Vert(LL) -0,45 11-13 >905 360 - MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Ved(TL) -1.05 11-13 >387 240 MT16 1521158 BCLL 0.0 Rep Stress Ina YES W B 0.98 Horz(TL) 0.19 9 nla n/a BCDL 7.0 Code IBC2006fTPt2002 (Matra) Weight:133lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr*Except* TOP CHORD Structural wood sheathing directly applied. T1 2 X 4 DF-N No.1/No.2,T1 2 X 4 DF-N No.1/No2 BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. BOT CHORD 2 X 4 DF No.1&Btr WEBS 1 Row at midpt 4.6 WEBS 2 X 3 SPF Stud'Except' W1 2 X 6 DF-N No.3 REACTIONS (lb/size) 1-1496M-3-8,9=1496r0-3-8 Max Horz 1=50(LC 4) Max Grav1=1534(LC 11),9=1534(LC 11) FORCES (lb)-Maximum CompressionV tximum Tension TOP CHORD 1-2=-0001/22,23=-326510,3-4=3177/0.4-5=109/7,54---109/7,6.7=3177A,7-0=-0265A,8-9=-0001122 BOT CHORD 1-14=1713717,13-14=17/3717,1 3-1 7=012 71 8,12-17=02718,12-18=0/2718,11-18==718,10-11=0/3717,9-10=013717 WEBS 2-14=0212,2-1 3=-94111 1 9,4-13=01693,6-1 1=016 9 3,8-11=-94111 1 9,8-10=0212,4.6=2 68517 3 NOTES 1)Unbalanced road live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable and zone;end vertical left and right exposed; Lumber DOL-1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrani with any other live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3.8.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 20061ntemalional Building Code section 2306.1 and referenced standard ANS1/TPI 1. 8)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 11)User defined:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert-1-5=-68(F),5-9=-68(F),1-17=-14(F),17-18=54(1`=-14),9-18-14(1`) Concentrated Loads(lb) Vert:12=75(F) QROFE W r'N C01817 * E _ 9 OF C pQ� Job Toss Truss Type Qry Plv ROSETTA CANYON 1110ENTEX/RANEE E-3585 T100D COMMON 5 1 UniversalJob Reference o Tonal na Truss,Inc.,nc., onte ,CA 92335(GAR) �. 0 s May 29 2007 MTek Industnes,Inc. Wed Jun 1816:38:53 2 Page 1 7-6-0 17-2-0 26-10-0 34-4-0 3511-Q 7-6-0 9$-0 9-8-0 7-6-0 1-7-0 Scale=1:61.2 4.00 F12 3x4, Camber=9/16 in 3x6% 5 3x6 4 6 3x4 3x4 3x4::1 3 7 3x4 2 8 5-9-11 1 9 10 a 4x7= 15 14 18 13 19 12 11 4x7= 2x4 11 3x4= 3x10 MT16= 3x4= 2x4 11 7-" 12-9-5 21-6-11 34-4-0 7-" 5-3-5 8-9-6 12-9-5 Plate Offsets X 1:0-2-2 0.0-2 5:0-2-0 E e :0-2-2 0-0-2 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.00 TC 0.96 Vert(LL) -0.42 12-14 >975 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.61 Ven(TL) -0.98 12-14 >417 240 MT16 1521158 BCLL 0.0 Rep Stress Ina YES WB 0.98 Horz(rL) 0.17 9 n/a n/a BCDL 7.0 Cade IBC2006/rPt2002 (Matrix) Weight:135lb LUMBER BRACING TOP CHORD 2 X 4 OF No.I&Btr"Except` 1 OP CHORD Sbuctural wood sheathing directly applied or 1-7-8 oc pudins. TI 2 X 4 DF-N No.1lNo.2,T3 2 X 4 DF-N No.1/No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X4 OF-N 240OF 2.0E WEBS 1 Row at midpt 4-6 WEBS 2 X 3 SPF Stud'Excepr W1 2 X 6 DF-N No.3 REACTIONS (b/sme) 1=1531/0-3-8,9=165810-3-8 Max Herz 1=-70(LC 4) Max UpIft9=40(LC 6) FORCES (h)-Maximum Compression/Maximum Tension TOP CHORD 1-2=39 9 212 2,2-3=-325510,3-4=-316610,4-5=-10619,5-0=106/11,6-7=316210,7$--3249/0,8-9=-395616,9-10=0134 BOT CHORD 1-15=9/3708,1 4-1 5=-913708,14.1 8=012 70 8,13-18=0/2708,13-19=0/2708,12-19�&2708,11-12=0/3671,9-1 1=0136 7 1 WEBS 2-15--V213,2-14=-9441120,4-14=0/692,6-12=OM82,8-12=-909/107,8-11-0207,4-ro-2683173 NOTES 1)Unbalanced roof live bads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25t,,TCDL=8.4psf;BCDL=4.2psf;Category 11;Fxp B;enclosed;MWFRS gable and zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live toad nommrieurrent with any other live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-C tall by 2-M wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)In the LOAD CASE(S)section,loads applied to the face of the truss am noted as front(F)or back(B). LOADCASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf i Vert:1-5=-08,5-10=-08.1-18--14,18-19=-54,9-19=-14 Concentrated Loads(lb) Vert:13=.75(F) QR4FE O° C01817 ' E - 9 -FCA S Job truss Tress Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE , E-3585 T1 DOE COMMON 5 1 Job Reference o tional Universal Truss,Inc.,Fontana, A 92335(GAR) 7.000 s May 29 2007 Mi a Industnes,Inc. Wed Jun 18 16: :55 8 age 1 7-6-0 17-2-0 26-10-0 34-4-0 35-11-0 .�rr 7-6-0 9-8-0 9-8-0 7-6-0 1-7-0 Scale=1:61.2 4.00 12 3x4= Camber=9116 in 3x6% 5 3x6 4 6 3X4 3x4 3x4 3 7 3x4 2 8 ,n 1 9 LO 101A 0 0 4x7= 15 14 16 13 17 12 11 47= 2X4 11 3x4= 3x10 MT16= 3x4= 2x4 11 7-6-0 12-9-5 21-6-11 34-4-0 7-6-0 5-3-5 8-9-6 12-9-5 Plate Offsets X Y: 1:0-2-2 0�2 5:0-2-0 Ede 9:0-2-2 0-0-P LOADING(psf) SPACING 2-M CSI DEFL in (loc) Ildefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.96 Vert(LL) -0.42 12-14 >975 360 MT20 197/1" TCDL 14.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0,98 12-14 >417 240 MT16 1521158 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.17 9 n/a n/a BCDL 7.0 Code IBC2006ITP12002 (Matrix) Weight:122 ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr'Except` TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. T1 2 X 4 DF-N No.1/No.2,T3 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 DF-N 240OF 2.0E WEBS 1 Row at midpt 4-0 WEBS 2 X 3 SPF Stud REACTIONS (UsIze) 1=1531&33,9=1658103-8 Max Hoz 1=70(LC 4) Max Upllfl9=-40(LC 6) FORCES (lb)-Maximum Compression/MaArnum Tension TOP CHORD 1-2=3992122,2-3=3255/0,3-4=-3166/0,4-5=106/9,5-0=106/11,6-7=-3162/0,73=3249/0,8-9=-3956/6,9-10=0/34 BOT CHORD 1-15=9/3708,14-15=9/3708,14-16=012708,1 3-1 6=0127 0 8,13-17=0/2708,12-17-0/2708,11-12=0/3671,9-1 1=013671 WEBS 2-15=0/213,2-14=-944/120,4-14=0/692,6-12-0/682,8-12=-909/107,8-11=0/207,4-6=-2683173 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber D0L=1-33 plate grip DOL=1.06, 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 Irtemational Building Code section 2306.1 and referenced standard ANSIrrPI 1. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or bask(0). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pif) Vert:1-5=-0B,5-10=-08,1-16=-14,16-17=34,9-17=-14 Concentrated Loads(lb) Van:13=-75(F) QVj4F E �O to rn '� C01817 �Q E " 9 J. Pq or C ®� Job Truss Truss Type aty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T100F CAL HIP �1 I Job Reference o tional untversa Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:38:56 2008 e9e 1 1-1-7-01 4-6-7 , 7-11-11 12-3-12 17-2-0 22-0-4 26A-5 29-9-9 34-4-0 �5 1 0 1-7-0 4-6-7 3-5A 4-4-1 4-104 4-10-4 4-4-1 3-5-4 4-0-7 1.7-0 Scale=1:66.2 Camber=15/16 in 4.00 12 8x8 \N 3x4= 2x4 I I 3x4= 8x8 /1 3x4% 419 20 5 6 7 21. 822 3x4 w m 3 Fiq9 q OF n 2 10 11 rn N 1 di 1 fr, 0 0 5x7= 18 17 23 24 16 15 14 25 126 12 5x7= 2x4 11 3x4= 3x6= 6x12.5 MT16= 3X6= 3x4— 2x4 11 4-0-7 12-3-12 17-2-0 22-0-4 29-9-9 34-4-0 4-6-7 7-9-5 4-10-4 4-10-4 7-9-5 4-6-7 Plate Offsets X Y: 2:0-3-3 Ede 10:0-0-3 Ed a 14:0-2-0 0-1 15:0-6.4 Ede 16:0-2-0 0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (]cc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.98 Vert(LL) -0,61 15 >666 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -1.53 15 >267 240 MT16 1161127 BOLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0,28 10 n/a n/a BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight:263lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc pudins,except SOT CHORD 2 X 4 DF No.18Btr 0-M cc pudins(2-7-0 max.):4-0. Except: WEBS 2 X 3 SPF Stud 2-7-0 oc bracing:4-8 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (Iblsize) 2=360210-3-8,10=360M-M Max Horz 2=33(LC 3) Max Uplfft2=-222(LC 3),10=-222(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34,2-3=96101570,3-0=-10102(723,4-19=-12875/906,19-20=-12875/906,5-20=12875f906,5-6=-139091953,6.7=-139091953,7-21=-1 287 5/906,21-22=-12875/90Q 8-22=12875I906,8-9=-1 01 0217 2 3,9-10=9510/570,10-11=0134 BOT CHORD 2-18=-51619003,17-18=51619003,17-23=-662/9748,23-24=-662/9748,16-24=662/9748,1 5-1 6=8 5311 287 5,14-15=-827112875,14-25=-629/9748,25-26=-029/9748,13-26=-02919748, 12-13=-483/9003,10-12=-48319003 WEBS 3-18=01125.3-17=1881994,4-1 7=-23211 60,4-1 6=-2 4 51357 7,5-16--1470/215,5-15=-8211220,6-15=4551157,7-15=83/1220,7-14=-14701215,8-1 4--24 513577,8-13=-232/160, 9-13=-18&994,9-12=Gii25 NOTES 1)2-ply truss to be connected together with 10d(0.131"4!')nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 cc. Bottom chords connected as follows:2 X 4-1 row at G-9-0 cc. Webs connected as follows:2 X 3-1 row at 0-M oc, 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only bads noted as(F)or(B),unless otherwise indicated- 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL�.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1,06. 5)Provide adequate drainage to prevent water pondirlg. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcumert with any other live bads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)Girder carries hip and with 8-0-0 end setback and tie-in span of 3-0-0 from subgirder. 11)Design assumes 4x2(flat orientation)pudins at cc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pff) Vert:1-4=-W,4-19=-08,20-21=182,8-22=58,8-11-58,2-10=-34(F=20) Conoemrated Loads(lb) Vert:19=-725 22=725 Trapezoidal Loads(pit) �O R�F E� Vert:19=-165-to-20=-182,21--182-to-22=-165 Q ti,r rr+ (01817 E - - 9 �C OF( p� job Truss Truss Type Cly Ply ROSETTA CANYON IIICENTE URANEE E-35B5 T100E- CAL HIP 1 Job Reference o tional UniversalTruss,Inc.,Fontana,C 92335(GAR) 7.000 s May 29 20 7 i ek Industries,Inc. Wed Jun 18 16:47:45 2008 Page 1 -7 7-11-11 123-12 17-2-0 22-0-4 26-4-5 29-9-9 34-4-0 1 4-6-7 3-5-4 4-4-1 4-10-4 4-10-4 4-4-1 3-5-4 4-6-7 Scale=1:62.3 Camber=15116 in 4.00 F12 8x8 11 3x4= 2X4 11 3X4= 8x8 3x4 317 fsa 18 4 5 6 19 720 3x4 2 8 v ,n ca o 5X7— 16 15 21 22 14 13 12 23 124 10 5x7= 2x4 11 3x4= 3X6= 6x12.5 MT16= 3x8= 3x4= 2x4 11 1 4-6-7 12-3-12 17-2-0 —i 22-0-4 29-9-9 34-4-0 4-6-7 7-9-5 4-10-4 4-10.4 7-9-5 4-6-7 Plate Offsets 1:0-33 E e :0-3.3 E e 12:0-2-00-1.8 13:0-6,4 Ede 14:0-2-0 0-1-8 LOADING(psf) SPACING 2-" CS1 DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1,00 TIC 0.99 Vert(LL) -0.62 13 >662 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Vert(rL) -1.54 13 >265 240 Nf116 1161127 BCLL 0.0 Rep Stress Incr NO W B 0.99 Holz(M) 0.28 9 We We BCDL 7.0 Code IBC2006/TP12002 (Matra) Weight:254 lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.111,1o.2 TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc pudins,except BOT CHORD 2 X 4 DF No.18Btr 041,-0 oc punks(2.6-14 max.):3-7. Excep1: WEBS 2 X 3 SPF Stud 2-7-0 oc bracing:3-7 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lbrsize) 1=348110-3-8,9=3481/0-3-8 Max Herz 1=21(LC 4) Max Uplifl1=-182(LC 3).9=-182(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension 10Y CHORD 1-2=-96991598,23=-101497737,3-1 7=-1 2921/91 6,17-18=-129211916,4-18=12921/916,4-5=-139541961,5-6=-13954/961,6-19=12921/916,19-20=12921/916,7-20=-129211916, 7-8=-101491737."=•96991599 BOT CHORD 1-16=-55219092,15.16=552/9092,i5.21=582/9792,21-22=-08219792,14-22=-68Z9792.13-14=-871/12921,12-13=-00/12921,12-23=$6118792,23-24-66119792,11-24=-66119792, 10-11=531/9092,9-10=-531/9092 WEBS 2-16=0/134,2-15=1891973,3-15=-2251161,3-14=-248f3562,4-14=1472r216,4-13=-8511224,5-13=$56N57,6-13=-0511224,6-12=-1472)'216,7-12=-248/3582,7-11=225/161, 8-11=-1 8 919 74.8-10=0/134 NOTES 1)2-ply truss to be connected together with 10d(G.131"xT)nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 X 3-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all pies,except it noted as front IF)or back(B)face in the LOAD CASE(S)section,Ply to ply connections Have been provided to distribute only bads noted as(F)or(8),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf,Category 11;Exp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom rhord No load nonconcurrent with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 10)Girder carries hip end with 8-0-0 end setback and tie-in span of 3-0-0 from subgirder. 11)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-1 Old nails. LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 uniform Loads(ptf) Vert:13=58,3 17=f8,18-t9=182,7-2�8,7 9=fib,1-9=34(f=-20) Concentrated Loads(lb) r Vert Loads 20=725 Trapezoidal Vert:17ds(7=-165—to-18=182,19=-18240-20=-165 / �Q A", (01817 ��� E 9 /* Job cuss TnsSTyoe Qty Ply ROSETTACANYON II/CENTEX/RANEE E-3585 IT10OH1 CAL HIP 1 1 Job Reference o tienal Universal Truss,Inc.,Fontana. 335(GAR) 7.000 s May 2 2007 i a uoies,Inc. Wed un 16.39.02 2 008 Page 1 1-1-7-01 10-8-11 23-7-5 344-0 r 1-7-0 10-8-11 12-10-10 10-8-11 Scale=1:65.5 Camber=11/16 in 2x4 I 2x4 11 4.00 12 2X4 1 f 2x4 I 51t8= 5 3x4- 2x4 11 3x4= i213 5x8= 3X4 4 8 9 10 14 3x4 1 3 15 �f q 2 16 OP 1 IC? o d 23 22 21 20 19 18 17 3x9— 2x4 I I 3x4= 3x5= ' 5X8= 3x5= 3x4= 2x4 11 344-0 344-0 Plate Offsets X 4:0-4-12 0-1.8 14:04-12 0-1 19:0-2-0 0 --8 0:04.0 0,U 10-2-0 0-1-8 LOADING(pst) SPACING 2-U CSI DEFL in (loc)- Vdefl - Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.84 Ven(LL) -0.43 20 >949 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -1.12 20 >365 240 BCLI- 0.0 Rep Stresslncr YES WB 0.77 Horz(TL) 0.20 16 n/a .n1a BCDL 7.0 Code ISC20067rP12002 (Matrix) Weight:138lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins,except BOT CHORD 2 X 4 DF No.1&Btr 0-0-0 oc pudins(2-6-4 max.):4-14. Except: WEBS 2 X 3 SPF Stud 1 Row at midpt 4.6,11-14 2-6-0 oc bracing:6-11 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s):6,11 REACTIONS (ib/size) 16=1401/0-M,2=152810-3.8 Max Horz 2=51(LC 3) Max Uplift'16=26(LC 4),2=-65(LC 3) FORCES (Ib)-Maximum CompressfordMaximum Tension TOP CHORD 1-2=0134,2-3=-3649/50,3-4=-3576/73,4-5=-43/20,5-7=310,4-6=-4595/122,6-0=4595I122,8-9=50061111,9-1 0=-500611 11.10-1 i=-46091133,11-1 4=-460911 33,12-13=-310, 13-14=43/21,14-15=-W07186,15-16=3719/79 BOT CHORD 2-23=--04f3390,22-23=4413390,21-22=43/3424,20-21=-55/4595,19-20=34/4609,18-19=23/3447,17-18=-42f34S0,16-17=-4Z3460 WEBS 3-23-0/87,3-22=-1 811 5 1,4-22=0h52,4-21=-03/1385,8-21=564A1,8-20=-50/603,9-20=337/52,10-20=48/592,10-19=-560A0,14-19=-60/1376,14-18=0/159,1 5-1 8=-3311 2 8, •15-17=0/97,5-0=-84/20,11-13=85120 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category It;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSVI-PI 1. 7)Design assumes 4x2(flat orientation)pudins of oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASES) Standard Q1�41FE Q l C01817 x' E - 9 ��OF CA �� Job Truss Truss Type oty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T100H CAL HIP 1 1 Joh Reference o'tonal Universe Truss,Inc.,Fontana,CA 92335(GAR) 7A00 s May 29 2007 Mi ek rvlusines,Inc. Wed Jun 18 16:39:30 2006 Page 1 -1-7-01 4-6-7 , 9-11-11 12-3-12, 17-2-0 1 22-0-4 , 24-4-5 , 29-9-9 34-4-0 3�5-11-0 1-7-0 4-6-7 5-5-4 2-4-1 4-10-4 4-10-4 2-4-1 5-5-4 4-6-7 1-7-0 Scale=1:66.2 Camber=314 in 4.00 12 5xg= 5 3x4= 2x4 1 3x4= 10 5X9- 3X4; 4 1 6 7 8 9 3x4 3 11 r rn 2 12 13 N cJI 1 m 0 0 3X9 20 19 18 17 16 15 14 3x9 2x4 II 3x4= 3x5— 5x8= 3x5= 3x4= 2x4 II 4-6-7 12-3-12 17-2-0 22-0-4 29-9-9 I 344-0 4-6-7 7-9-5 4-10-4 4-10-4 7-9-5 4-6-7 Plate Offsets Kn 4:0-5-4 0-1 :0-5-4 0-1-8 16:0-2 0 0-1-8 17:0-4-0 03-4 18:0-2-0 0-1-0 LOADING(psf) SPACING 2-M CSI DEFI- in (I-) Vdel Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.92 Vert(LL) -0.43 17 >957 3W Nlf20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -1.17 17 >349 240 BCLL 0.0 Rep Stress Ina YES WB 0.77 Horz(TL) 0.22 12 n/a n1a BCDL 7.0 Code IBC2006/fP12002 (Matrix) Weight:137lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins,except BOT CHORD 2 X 4 OF No.18Btr M-0 oc purlins(2b9 max.):4-9. Except: WEBS 2 X 3 SPF Stud 2-8-0 oc bracing:4-9 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REAC710NS (lb/size) 2=1584/0-3-8,1 2=1 58410-3-8 Max Horz 2=27(LC 3) Max Upl!V2 92(LC 3),12=-92(LC 4) FORCES (Ib)-Maximum CompressWMaximum Tension TOP CHORD 1-2=0/34,2-3=-3806/128,3r1=3781/164,4-5=-0110,4-21=-4789/222,6-2 1=-078 91222,6-7=31 89122 7,7-8=-51891227,8-22=3789/222,9-22=-47891222,9-10=-0110,9-11=-3781/164, 11-12=38061128,12-13=0/34 BOT CHORD 2-20=-9313536,19-20=-93/3536,1 8-1 9-1 0813 632,17-16=-14114789,16-17=-13314789,15-16=-8413632,14-15=-0613536,12-14=-0613536 WEBS 3-20=0187,3-19=-54206,4-1 9=-411 30,4-18'-5511396,6-18=569/67,6-17=-14/575,7-17=-330148,8-17=-141575,8-1 6=-56 9167,9-16=-54/1396,9-15=-4/130,1 1-1 5=-5412 06,11-14=0187 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h-25ft:TCDL=8.4psf:BCDL=4.2psf;Category Il;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live bads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIlTPI 1- 7)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard i k r QRflF E L" rT (01817 E - 9 W a C p4 Job Truss Truss lype city Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T100J1 CAL HIP 1 1 _ Job Reference (optional) Universal Truss,Inc.Fontana,CA 92335(GAR) L000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:39:05 2008 Page 1 -1-7-01 5-6-7 11-2-8 11,11T11 17-2-0 22-4.5 23-1r8 28-9-9 34-4-0 1-7-0 5-6-7 5-8-1 0-9-3 5-2-5 5-2-5 0-9-3 5-8-1 5-6-7 Scale=1:65. Camber=112 in 8x8 \\ 4.00 12 2X4 11 2x4 II 8x8 4 17 5 18 19 20 216 227 3x4 3x4 3 8 [V kn 2 9 1 IM O 4x10= 16 15 14 13 12 11 10 4x10= 2x4 II 3x4= 3x4=4x12.5 MT16=3x4= 3x4= 2x4 I I 5-6-7 11-2-8 17-2-0 23-1-8 28-9-9 34-4-0 5-6-7 5-8-1 5-11-8 5-11-6 5-8-1 5-6-7 Plate Offsets X Y: 2:0-0-3 Ede 4:0-3-8 Ede :0-3-8 Ede :0-0-3 Ede 12:0-1-12 0-1.8 14-0-1-12 0-1-B LOADING(W SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.75 Vert(LL) -0.40 12-14 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Veit(TL) -1.02 12-14 >401 240 MT16 1521158 BOLL 0.0 Rep Stress Incr NO WB 0.55 Hmrz(rL) 0.28 9 n/a n/a BCDL 7.0 Code IBC2006/TPI20D2 (Matrix) Weight:148lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/Ne.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc pudins,except T2 2 X 6 DF-N No_1/No.2 0-M oc pudins(2-11-10 max.):4-7. Except: BOT CHORD 2 X 4 DF No.1&Btr 3-M oc tracing:4-7 WEBS 2 X 3 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W 1 2 X 6 DF-N No.3 REACTIONS Q6lsize) 9=1809/0-3-8,2=1936103-8 Max Horz 2=52(LC 3) Max Up1"=-107(LC 4),2=146(LC 3) MaxGrav9=2056(LC 11),2=2183(LC 11) FORCES (1b)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,2-3=56321300,3-4=-52361340,4-17=-5614/365,5-17=-5614/365,5-18=5614/365,18-19--56141365,19-20-5614/365,20-21=-5614/365,6-21-56141365,6-22=-56141365, 7-22=-56141365,7-8=-52461347,8-9-56841323 BOTCHORD 2-16=-27415262,iS16=-274/5262,14-15=-269/4952,1 3-1 4=-2 9 1 1561 4,12-13=-291/5614,11-12=243/4960,1 0-1 1=-26 515 31 4,9-10=-265/5314 WEBS 3-16=0/187,3-15=-395119,4-15=0/274,4-14=-1301996,7-12=-127/984,7-11=0/278,8-11=-441136,8-1 0=011 94,6-12=-644/124,5-14=-650/126 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Ail plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will Tit between the bottom chord and any other members. 8)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSUTPI 1. 9)Girder carries tie-in spans of 3-0-0 from front girder and 5-0-0 from back girder. 10)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4-68,4-17=-08,19-20=-136(B=-68),7-22=-68,7-9=-08,2-9=-14 Concentrated Loads(lb) Vert:17=-193 22=-193 Trapezoidal Loads(ptf) Vert:17=-85-to-19=-136,20=-136-to-22=-85 11)User defined:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(ptf) +�pVESStpp� Vert:1-4=-68(F),4-17=-68(F),19-20=-170(F=-68,B=-102),7-22=-68(F),7.9=-68(F),2-9=-14(F) 4 rY9 Concentrated;=.75(F)17=-295 22=-295 �.cL��4Q>��j H.rtq! ���C Trapezoidal Loads(pl8 y t'' Vert:17=-85(F=-68)-to-18=-160(F=-68),18=-160(F=-08,B=34}to-19=-170(F=-68,B=-34),20=-170(F=-68,B=-34)4o-21=-160(F=-68,B=34), 21=-160(F=-68)4o-22=-85(F=-68) Qn y�rr C01817 E C q4 Job 11,1189 Truss Type �QtY �PIY ROSETTA CANYON II/CENTEX/RANEE E-3585 T100J CAL HIP 1 1 Job Reference(optional) Universal Truss,Inc., 7.000 s May 29 2007 MiTek lndustnas,Inc. Wed Jun 18 16:39:03 2008 Page 1 5-6-7 11-2-8 11r11r1 1 17-2-0 22-4-5 23-14 28-9-9 344-0 35 11-Q 5-6-7 5-8-1 0-93 5-2-5 5-2-5 0-9-3 5-8-1 5-0-7 1-7-0 Scale:3/16"=1' Camber=1/2 in 11 4.00 12 8x8 2k4 II 2x4 II 8x8 3 17 4 18 19 20 215 226 3X4 3x4 2 7 d, o N d b 1 8 u, of _ 9 IM 0Ir A 410= 16 15 14 13 12 11 10 410= 2x4 11 3X4= 3x4 zz 412.5 MT16 3x4 3x4= 2x4 11 5-6-7 11-2-8 17-2-0 23-1-8 28-9-9 34-4-0 5-6-7 54;-1 5-11-8 5-11-8 5-8-1 5-6-7 Plate Offsets MY):: 1:0-03 Ed 3:0-3.8 E :0-3.8 E :0-0-3 Edgel,[12:0-1-12.0-1-01,1`14:0-1-12.04-81 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.76 Vert(L-) -0.40 12-14 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Veil(TL) -1.02 12-14 >401 240 MT16 1521158 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(FL) 0.28 8 n1a We BCDL 7.0 Code IBC2006/TPI2002 (Matrix) Weight:148lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2`Except' TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc pudins,except T2 2 X 6 DF-N No.1/No.2 0-0-0 oc pudins(2-11-10 max.):3-0. Except: BOT CHORD 2 X 4 DF No.l&Btr 3-0-0 oc bracing:3-6 WEBS 2 X 3 SPF Stud`Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W 1 2 X 6 DF-N No.3 REACTIONS (Ib/size) 1=1809/0.33,8=193610-3-8 Max Horn 1=52(LC 4) Max Upliftl=-107(LC 3),8-146(LC 4) Max Grav 1=2056(LC 11),8=2183(LC 11) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-%84/322,23=-52461347,3-17=56141365,4-17=-5614f365,4-18-5614/365,18-19--5614/365,19.20=-56141365,2 0-2 1=-561 413 6 5,5-21=5 14/365,5-22=56141365, 6-22=-56141365,6-7=-52361340,7-8=-8321300,8-9=0/34 BOT CHORD 1-16=28915314,15-16=-28915314,14-15=-268/4960,13-14=-289/5614,12-13=289/5614,11-12=21714952,10-11=-223/5262,8-10=22315262 WEBS 2-16=0/194,2-15--041/36,3-15=01278,3.14=-1271984,6.12=-130/996,6.l l=0274,7-11=395/20,7-10=0/187,,r 12--650/126,4.14=4M/l25 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind;ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL-1.33 plate grip DOL-1.06. 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5)A9 plates are MT20 plates unless otherwise indicated, 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 9)Girder carries tie-in spans of 3-"from front girder and 5-0-0 from back girder. 10)Design assumes 4x2(flat orientation)purlins at oc spacing Indicated,fastened to truss TC wl 2-10d nails. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular Lumber Increase=1.25,Ptale Increase=1.00 Uniform Loads(pit) Vert:1-3=-68,3-17=-68,19-20=-136(B=-08),6-22=-08,6-9=-68,1-8=-14 Concentrated Loads pb) Vert:17=193 22=-193 Trapezoidal Loads Off) Vert:17=85-to-19=-136,20=-136-to-22=-85 �. 11)User defined:Lumber Increase=1.25,Plate Increase=1.00 -� Uniform Loads(plf) Vert:13=-68(17,3-17=-08(F),19-20=-170(F=-08,B=-102),6-22=-08(F),Fr9=68(F),13=-14(F) QQ Concentrated Loads(lb) Vert:13=-75(F)17=-295 22=-295 Trapezoidal Loads(pit) i Vert- 18=-160(F=-68,B=34}to-19=-170(F=-68,13=34),20=-170(F=-68,B=34)40-21=160(F=-68,B=-34), Q 21=-160(F=48}to-22=4WF=-08) car r*+ (01817 1 E 91 • QF C fly/ Job Truss Truss Type Oty PIY ROSETTA CANYON II/CENTEX/RANEE E-3585 T100K1 CAL HIP 1 1 Job Reference(optonai) Universal Truss,Inc.,Fontana,CA 92335(GAR) 7.00 s May 29 2007 MiTek industries,Inc.Wed Jun 18 1 :39:08 2008 Page 1 5-6-7 13-11-11 20-4-5 28-9-9 344-0 5-6-7 8.5-4 6-4-10 8-5-4 5-6-7 Scale=1:62.7 _ 2x4 I I Camber=7116 in 4.00 12 6x6— 42x4 11 8 6x6— 3 85 6 7 3x4 3x4 z 2 N 9 Qx ux 1 10 u, [� iM , O O 4x7= 17 16 15 14 13 12 11 47= 2x4 11 3x4= 3x4= 3x10 MT16= 3x4= 3x4= 2x4 II 5-0-7 28-9-9 34-4-0 5-6-7 23-3-1 M-7 Plate Offsets X Y: 1:0-2-2 0-0-2 3:03-0 0-1- ,D-3-0 0-1-6 10:0-2-2 0-0-2 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) Vde9 L/d PLATES GRIP TCLL 20.D Plates Increase 1.00 TC 0.59 Vert(L-) -0.23 13-15 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.72 13-15 >668 240 MT16 1521158 BCLL 0.0 Rep Stress Ina NO W B 0.56 Horz(TL) 0.20 10 n/a Ma BCDL 7.0 Cade IBC2006/rP12002 (Matra) Weight:151 lb LUMBER BRACING TOP CHORD 2 X 4 DF-N NoAlNo.2*ExcW TOP CHORD Structural wood sheathing directly applied or 2-95 oc punins,except T2 2 X 6 DF-N No.1/No.2 0-"oc punins(4-0-2 max.):3-7. Except: BOT CHORD 2 X 4 OF No.18Btr 4-M oc bracing:3-7 WEBS 2 X 3 SPF Stud-Except' BOT CHORD Rigid ceiling directly applied or 10-"uc bracing. W 1 2 X 6 DF-N No.3 REACTIONS (lb/slze) 1=147010-3-8,10=1470/0-" Max Haz 1=25(LC 4) Max UpltH1=-47(LC 3),10=-47(LC 4) Max Grav 1=1508(LC 11).10=15W(LC 11) FORCES (Ib)-Maximum Compression/Maxirnum Tension TOP CHORD 1-2=-4042/144,2-3=-34881157,3-0=-6610,3-18=-3613J182,5-18=-3613/182,5-0=-3613/182,&1 9-3 61 311 8 2,7-19—36131182,7.8=.6610,7.9=-34 8811 56,9-10=4042/144 BOT CHORD 1-17=-12213765,16-17=-122/3765,15-16-86/3277,14-15=4Vn613,13-14--82/3613,12-13-�113277,11-12=-97/3765,10-11=-9713765 WEBS 2-17=0/196,2-16=527/46,3-16=0/282,3-1 5=-0617 1 2,7-13=-061712,7-12=0/282,9.12=-527/46,9-11=01196,6-13=-026182,575=-026/82 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf:BCDL-4.2psf;Category II;Ekp B;enclosed,M WFRS gable end zone;and vertical left and right exposed; Lumber D0L=1.33 plate grip D0L=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonwncurrent with any other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-M wide will It between the bottom chord and any other members. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 9)Design assumes 4x2(flat orientation)punins at oc spacing indicated,fastened to truss TC wl2-10d nails. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard Except: 11)User defined:Lumber Increase-1.25,Plate Increase=1.00 Uniform Leads(plf) Vert:13=$8(F),3-0=-28(F),3-7=-08(F),7-8=-28(F),7-10=-68(F),1-10=-14(F) Concentrated Loads(lb) Vert:14=75(1`) C01817 E - 9 �f \�\ Of CA 0� Job Truss Truss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T100K CAL HIP 1 1 , Job Reference(optional) Universal TrL55,Inc.,Fontana,CA 92335(GAR) 7.000 s May 9 2007 MiTek Industries,Inc. Wed Jun 18 16:39:07 20D8 Page 1 5-6-7 13-11-11 20-4-5 28-9-9 34-4-0 a5-11-q 5-6-7 8-5-4 6-4-10 8-5-4 5-0-7 1-7-0 Scale:3116"=l' _ 2x4 I I Camber=7/16 in 4.OD 12 6X6— 420 11 8 6X6= 3 95 6 7 3x4% 3x4 2 9 q oP N Q 1 10 ,n 0 6 47= 18 17 16 15 14 13 12 47= 24 11 3x4= 3x4= 3x10 MT16— 3x4= 3x4= 2x4 11 5-6-7 28-9-9 34-4-0 5-0-7 23-3-1 5-6-7 Plate Offsets Y: f 1:0-2-2 0-0-2 :03-0 0-1 8 :0-3-0 0-1-8 t 0:0-2-2 0-0-2 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.23 14-16 >999 360 MT20 197/144 TCOL 14.0 Lurnber Increase 1.25 BC 0.64 Vert(TL) -0.71 14-16 >571 240 MT16 152/158 BCLL 0.0 Rep Stress[nor NO WS 0.56 Hor M) 0.20 10 n/a We BCDL 7.0 Code IBC2006/TPI2002 (Matrix) Weight:153lb LUMBER BRACING TOP CHORD 2 X 4 DF-N N0.1/1402'Exoept' TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc pudins,except T2 2 X 6 DF-N No.1/No.2 0-0-0 oc pudins(4-0-4 max.):3-7. Except: BOT CHORD 2 X 4 DF No.18Btr 4-M oc bracng:3-7 WEBS 2 X 3 SPF Stud'Except' BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. W1 2 X 6 DF-N No.3 REACTIONS (lb/sfze) 1=1467/0-3-8,10=1594103-8 Max Harz 1=-45(LC 4) Max Upliftl=-47(LC 3),10=-07(LC 4) Max Grav 1=1505(LC 11).10=1632(LC 11) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-40331144,23=-3478/157,3-4=-0610,3-19=-3598/182.5.19=-35981182,5.6=3598/182,6-20=-3598/182,7-20=-3598/182,7-8=-66/0,7-9=3 4 6911 4 9,9-10=-3981/122,10-11=0/34 BOT CHORD 1-1 8=-1 141375 6,17-18=-114/3756,16-17=79/3267,15-16=-7513598,14-15=-7513598,13-14�3513259,12-13=-5413703,10-12=-54/3703 WEBS 2-18=0/196,2-17�527146,3-17=01283,3-16=-041704,7-14=-661713,7-13=0278,9-13=-481/29,9.12=01189,6.14--428/82,5-16--422180 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category Il:Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL-1.33 plate grip DOL-1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-M wide will fit between the bottom chord and any other members. 8)This truss is designed in accordance with the 2006 International Building Cade section 2306.1 and referenced standard ANSIITPI 1. 9)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC wl 2-10d nails, 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B)_ LOAD CASE(S) Standard Except: 11)User defined:Lumber Increase=1.25,Plate Increase=1,00 Uniform Loads(plf) Vert 1-3=-68(F),3-4=-28(F),3-7=-08(F),7-8=-28(F),7-11=-68(F),1-10=-14(F) Concentrated Loads(lb) Vert:15=75(F) ovRrjvC L r*+ u,, tom+ °G C01817 ' E ` 9 0p C pQ� f • Job Truss • Truss I ype Oty Ply �ROSETIFA CANYON II/CENTEYJRANEE • E-3585 T100L1 CAL HIP 1 1 Job Reference o tional niversal Truss,Inc.,Fontana,CA 9 ) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 1 :3 :12 2008 age 7 ,-1-7-0, 5-6-7 1 1541-11 , 18-4-5 28-9-9 34-4-0 1-7-0 5-6-7 105-4 2-4-10 10-54 5-6-7 Scale=1:65.5 Camber=5116 in 4x4= 4x4 4.00 FIT 5 6 Bx8% 6x8 4 8 9 0 7 3x4 3x4 3 2x5 II 5 ll g It 21(5 f I a� 2x5 11 "' N uO 2 9 (j11ZZZIM= IM 0 0 3X9— 16 15 14 13 12 11 10 3x9 294 11 3x4 3x4= 4X5= 3x4= 3x4= Zx4 I I 5-6-7 2"-9 34-4-0 5-6-7 23-3-1 5-6-7 Plate Offsets(X,Yk [4:0-4-0,0-1-121,r7:0-",0-1-121,r17;0-2-4,0-1-01 [18.0-2-41 0-1-0].rl9:42-4.0-1-M.r20:0-2-4.0-1-01 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0,47 Vert(LL) -0.2112-14 >999 360 MT40 1971144 TCDL 14.0 Lumber increase 125 BC. 0.61 VwkfL) -0.6012-14 >686 240 BCI 1 0.0 Rep Stress tncr NO W B 0.61 Holz(TL) 0.18 9 We n1a BCDL 7.0 Code IBC2006ITP12002 (Matrix) Weight:165lb LUMBER BRACING TOP CHORD 2 X4 DF-N No.1Mo.2 TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc pudins,except BOT CHORD 2 X 4 OF No.18BU 0-0-0 oc pudins(5-8-2 max.):5-0. WEBS 2 X 3 SPF Stud'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W1 2 X 6 DF-N No.11No.2,W2 2 X 6 DF•N No.3 JOINTS 1 Brace at Jt(s):17,18 REACTIONS (Ib/size) 9=1393M-3-8,2=1520/0-3-8 Max Horz 2=64(LC 3) Max Uplift9=6(LC 4),2=-46(LC 3) Max Grov9=1433(LC 11),2=1520(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34,2-3=-3825/D,3A=-3238/17,4-5=-1357125,6-7=1357/25,7-0=3238I24,8-9=3625122,5-0-1225129 BOT CHORD 2-16=-313561,15-16=313561,14-15-U3034,13-14=0/2939,12-13-0/2939,11-12=0/3034,10-1 l=0/3561,9-10=0/3561 WEBS 4-18=1701/0,18-19=-1701/0,19-20=1714/0,17-20=-1701/0,7-17=1701/0,3-16=0/191,3-15=-547/36,4-15=0/283,4-14=395/178,7-12=-404/170,7-11=0/288,8-1 1=-580153, 8-10=0/198,12-17=171309,1 4-1 8=-2213 0 2,5-19=0/186,6-20=0/187 NOTES 1)Unbalanced roof Ive loads have been considered for this design. 2)Wind ASCE 7-05;85mph;h-25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;F-xp B;enclosod;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5)This truss requires plate inspection per the Tooth Count Method when this Was is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&D tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. 9)in the LOAD CASE($)section.loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 11)User defined:Lumber Increase-1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:2.5=-68(F),6-9=-68(F),2-9=14(F),5-6=-08(F) Concentrated Loads(lb) Vert:13--75(F) (0181 w rY'r E - 9 OF Job T uss Truss Type Qh Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T100L CAL HIP 1 1 , Job Reference(optional) niversa Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 Mi7ek Industries,Inc. Wed Jun 18 15:39:10 2008 Page 1 1 _ _ 5-6-7_ 15-11-11 18-4-5 , 28-9-9 34-4-0 35-11-Q 5-6-7 10-5-4 2-4-10 10-5-4 5-6-7 1-7-0 Scale:3/liI Camber=5/16 in 44% 44 ZZ 4.00 F12 4 5 6x8% 21 22 6x8 3 8 9 6 3x4 3x4 2 2x5 11 5 11 7 2x5 II a, 2x5 III — N u7 1 8 kn 9 I� o d 3x9 16 15 14 13 12 11 10 3x9— 2x4 11 3x4= 3x4= 44= 3x4= 3x4= 2X4 11 5-6-7 28-9-9 34-4-0 5-0-7 23-3-1 5.6-7 Plate Offsets Y: 3:0-4-00-1-1 6'.0-4-0 0-1-12 17:0-2-4 0-1-0 18:0-2-4 0-1-0 19:0-2A 0-1-0 20:0-2-4 0-1-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.20 14 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.59 12-14 >690 240 BCLL 0.0 Rep Stress Incr NO W B 0.64 Horz(TL) 0.18 8 n/a Na BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight:165lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-12 cc puriins,except BOT CHORD 2 X 4 DF No.186tr 0-0-0 oc purlips(5-8-4 max.):4 5. WEBS 2 X 3 SPF Stud-Except- BOT CHORD Rigid ceiling directly applied or 10-M cc bracing. W 1 2 X 6 DF-N No.1/No.2,W2 2 X 6 DF-N No.3 JOINTS 1 Brace at Jt(s):17.18 REACTIONS (lb/size) 1=1286/0-35,8=1413/0-3-8 Max Herz 1=-59(LC 4) Max Grav 1=1430(LC 11),8=1557(LC 11) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-081610,2-3=-022810,3-21=-1352/0,4-21=-129510,5-22=-1295/0,6-22=-1352M,6-7=-3218/0,7-8=-3764/0,8-9=0134,4-5=-1220/0 BOT CHORD 1-16=0/3552,15.16=0/3652,14-15-013025,13-14=012926,12-13=012926,11-12=013017,10-11=0/3499,8-10=013499 WEBS 3-18=-169310,18-19=1693/0,19-20=-1706/0,1 7-20=-1 69310,6-17=-1693/0,2-16=01198,2-15=-03168,3-1 5=0128 8,3-14=-2901102,6-12=281/103,6-11=0/283,7-11-558152, 7-1 0=011 91,12-17=-271241,14-18=3Or248,4-19=-0f187,5-20=-1/186 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Fxp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC wl 2-1 Od nails. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOADCASE(S)Standard Except: 11)User defined:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(ptf) Vert:14=-"F),59=-W(F),1-8=•14(F),4-5=-68(F) Concentrated Loads(lb) Veit:13--75(F) QQ��F E w rr,E C01813 E - �C ®¢CA 4� I Job T uss Tn,ss Typa Qty Pir �ROSETTA CANYON I(/CENTEX/RANEE E-3585 T101AG GABLE 1 1 Job Reference o Lionel Universal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:39:14 2008 Page l -1-7-0 6-4-0 12-8-0 14-3-0 , 1-7-0 6-4-0 6-4-0 1-7-0 Scale=1:27.8 4x4= Camber=1/16 in 4.00 12 2x4 11 5 ac411 2x411 4 6 2x4 11 3 7 Lr LO 2 8 rn 1 9 o BEARING BEARING � 3x4— 14 13 12 11 10 1 3x4= 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 6-4-0 12-8-0 6-4.0 6-4-0 LOADING(put) SPACING 2-M CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.06 2-14 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.13 2-14 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.02 8 Na n/a BCDL TO Code IBC2006/TPI2002 (Matrix) Weight:45lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1Mo.2 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc pudins. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 94-14 oc bracing. WEBS 2 X 3 SPF Stud OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2=630/3-6-0,8-630/3-6-0 Max Horz 2=31(LC 14) Max Uplift2=-208(LC 15),8=-208(LC 18) Max Grav 2=800(LC 10),8=800(LC 9) FORCES (lb)-Maximum CompressiordMaximum Tension TOP CHORD 1-2=0133,2-3=-1509/486,3-4=-1119/181,45=-961/77,5-6=-961/77,6-7=-1119/181,7-8=-1509/486,8-9=0/33 BOTCHORD 2-15=-420/1320,14-15=0/877,13-14=01877,12-13=0/877,11-12=0/877,10-11=0/877,10-16=0/877,8-16=-450f1320 WEBS 5-12-Wl4,7-10=-98138,6-11=0/25,3-14=-98138,4-13=0/25 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek'Standard Gable End Detail" 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 1-"oc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/fPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-&0,9-2-0 to 12-M for 142.9 pg. LOAD CASE(S) Standard QVofE ua rM °C C01817 " * E - 9 Jy9 � • ��Q, OF CA ©� Job Truss Type myply ROSETTACANYONIUCENTEX/RANEEE-3585 �Tn]� T101G GABLE 1 1 Job Reference(optional Universal Truss.Inc.,Fontana,CA 92335 jGt,Ti) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:39:16 8 age 1 -1-7-0 5-4-0 10-8-0 12-3-0 1-7-0 5-0-0 5-4-0 1-7-0 Scale=1:23.7 4x4= 4.00 F12 20 II 4 2x4 II 3 5 i n 2 8 u7 Lj Li7 I0 BEARING BEARING 10 9 8 1 3x4= 2x4 11 2x4 11 2x4 11 3x4= 5-4-0 10-8-0 5-4-0 5-4-0 LOADING(psl) SPACING 2-U CSI DEFL in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 2-10 >999 360 MT20 197/144 TCDL 14.0 Lumbar Increase 1.25 BC 0.40 Vert(TL) -0.07 2-10 >999 24D BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.01 6 We n/a BCDL 7.0 Code IBC2006ffP12002 (Matrix) Weight:37lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-8 cc pudins. BOT CHORD 2 X 4 DF-N No-11No.2 BOT CHORD Rigid ceiling directly applied or 9-4-12 cc bracing. WFBS 2 X 3 SPF Stud OTHERS 2 X 3 SPF Stud REACTIONS (Ib/size) 2=548f3-6-0,6=54873-6-0 Max Holz 2=28(LC 4) Max Upitfl2=209(LC 15),6=-209(LC 18) Max Grav2=71WC 10),6=718(LC 9) FORCES (Ib)-Maximum ComprossiordMaximum Tension TOP CHORD 1-2=0/33,2,3=-1329/490,3-4=-857/122,4-5=8571122,5.6=-1329/489,6-7-0/33 BOT CHORD 2-11=■12611153,10-11=Of710,9-1 0=017 1 0,8-9=Of750,8-12=0f710,6-12=-05311153 WEBS 4-9=-3/243,5-8=-87/38,3-10=-87138 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)This truss has been designed for a 10.0 psf bottom chord live load norconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 1-0-0 cc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-M to 3-6-0.7-2-0 to 10-"for 142.9 ptf. LOAD CASE(S) Standard QRflEES r (018175 E - 9 Or CA 4Q` Jon Truss Iuss-yx Oty Ply ROSETTA CANYON ll/CENTEX/RANEE E-3585 T102A COMMON i 1 Job Reference(optional) ' niversal Truss,Inc.,Fontana..CA 92335 r(3A4) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:39:19 2008 Page 1 6-10-9 I 10-4-0 13-9-7 20-8-0 2�3� 6-10-9 3-5-7 3-5-7 6-10-9 1-7-0 Scale=1:37. 44= Camber=5116 in 4.00 12 3 2x4 2x4-i 2 4 m i 5 LO 6 Irr 0 0 3X5= 7 3x5= 5x8= 10-4-0 , 20-8-0 i 10-0-0 10-4-0 Plate Offsets X :0-4-0 0 3 0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.19 5-7 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Veft(TI-) -0.50 1-7 >491 240 BCLL 0.0 Rep Stress Ina YES W B 0.39 Horz(TL) 0,06 5 n/a n/a BCDL TO Code IBC2006frP12002 (Matrix) Weight:68lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 3-6.8 no pudins. BOT CHORD 2 X 4 DF-N No.11No.2 DOT CHORD Rigid ceiling directly applied or 8-11-13 oc bracing. WEBS 2X3SPFStud REACTIONS flbfsize) 1=83010-3-8,5=961/0-3-8 Max Horz 1=-50(LC 13) Max Uplitrl=-169(LC 15).5=-210(LC 18) Max Orav1=1000(LC 10),5=1131(LC 9) FORCES (lb)-Maximum Compresslor Maximum Tension TOP CHORD 1-2=2323/505,2-3=1574/l51,3-4=1572/143,4-5=-23551492,5-6=0/34 BOT CHORD 1-7=4=131,5-7=428011 WEBS 2-7=522196,3-7=07709,4-7=-499187 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=2511,TCDL=8.4psf,BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end ver ical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load noncmncurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from D-M to 20-8-0 for 48.4 plt. LOAD CASE(S) Standard coi8i " * E - 9 Or C p4 Job Truss rn 5s ryl,� ay Ply ROSETTA CANYON I I/CENTEX/RANEE E-3585 T102AG GABLE 1 1 Job Reference o tional n3versal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s ay 07 i e In ustnes,Inc. un 1 :39:21 2008 Page 1 -1-7-0 , 104-0 20-8-0 22-3-0 1-7-0 10-4-0 10-4-0 1-7-0 Scale=1:49. 3x4= Camber=3116 in 2x4 11 2x4 II 4.00 12 3x4 8 9 3x4 2x4 II 6 7 10 2.4 II 2x4 115 11 Zx4 I 2x4 11 4 12 2x4 11 3 13 2 14 r�1 15 Fes, BRG BRG d 3x4% 31 26 25 24 23 22 21 20 19 18 17 16 3 x 2x4 1 k 2x4 11 2x4 11 2x4 11 3x4= 2x4 1 k 2x4 11 2x4 11 2x4 [I 3x4= 3x4= 20-8-0 20-8-0 Plate Offsets 2:0-3A411 8 8:0-2-0 Ed 14:0.3-14 0-1-8 LOADING(pst) SPACING 2-M CS! DEFL in (loc) lldefl Ud PLATES GRIP TCLL 20.0 Rates Increase 1.00 TC 0.53 Vert(LL) -0,11 25-26 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0,27 25-26 >875 240 BCLL 0.0 Rep Stress Incr NO W B 0.27 Heal 0.06 14 nla n/a BCDL 7.0 Code IBC20061TP12002 (Matrix) Weight:84lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-11 cc pudins. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 3 SPF Stud OTHERS 2 X 3 SPF Stud REACTIONS (IWsize) 2=953/1-6-0,14=95311-1 Max Horz 2=210(LC 13) Max Uplift2=-217(LC 15),14--217(LC 18) Max Grav 2=112l 10),14=1126(LC 9) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0/34,2-3=-21831446,34=-1915/288,4-5--ill 223,5-6-17441167,6.7=-1 45811 09,7-0=-1199/51,8-9=-1199151.9-10-14561109,10-11=-17431167,11-12=-18341223, 1 2-1 3=1 91 412 88,13-14=-21821446,14-15�/34 BOT CHORD 2-31=0/1821,26-31=-08/1609,25-26=-48/1609,24-25=4811609,23-24�48/1609,22-23=48/1609,21-22=-17/1280,20-21=-17/1280,19-20=0/1588,1 8-1 9=011 5 88.17-18-0/1588, 16-17=011588,16-32=0/1588,14-32=387/1988 WEBS 7-22=-1 1 150 3,9-20=-12J504,1 3-1 6=6 6140,12-17--2418,11-18--19/22,10-19--201304,3-26--06140,4-25=-2418,5-24=-19/22,6-23=-19/303,6-22--742/66,1 0-2 0=-7 44169 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the buss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)This truss has been designed for a 10.0 psf bottom chord live load nonconarrent with any other five loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 14-0 oc. 6)This truss is designed in accordance with the 2006 Inlemational Building Code section 2306,1 and referenced standard Al 1. 7)This truss has been designed fora total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-"to 1-8-0,19-0-0 to 20-M for 300.0 plf. LOAD CASES) Standard w rVI °C C01817 " " g OF CA �� Job Trvss Truss Type Qtv Ply ROSETTA CANYON IIICENTEX/RANEE E-3585 T102B COMMON 1 1 Job Reference o tional Jn'versal Truss,Inc.,Fon na, A 335 A Z000 s May 29 2007 MT. In ushras,Inc. Wed Jun 18 16:39:23 20GS Page 1 10-4-0 13-9-7 20-8-0 T 22-3-0 ; 10-4-0 3-5-7 6-10-9 1-7-0 Scale=1:37.7 4x4— Camber=3/8 in 4.00 12 3 J. 2x4 4 3x4 2 LO 1 5 u2 0 6 9 8 7 10 3x5= 4X5= 2x4 11 5xB= 10-4-0 20-8-0 10-4-0 10-4-0 Plate Offsets KY):: 1:0-3-2 0-0-2 5:0-1-10 0-0-2 :0-4-0 03-0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Ildefl Ud PLATES GRIP TOLL 20.0 Plafes Increase 1.00 TC 0.53 Vert(LL) -0.23 5-7 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vertol) -0,57 5-7 >431 240 BCLL 0.0 Rep Stress Ina NO WB 0.56 Horz(TL) 0.08 5 n/a nla BCDL 7D Cade IBC2006ITP12002 (Matrix) Weight:71 lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc pudins. BOT CHORD 2 X 4 DF-N No.11No.2 BOT CHORD Rigid ceiling direcHy applied or 9.8.1 ac bracing. WEBS 2 X 3 SPF Stud WEBS 1 Row at midpt 2-7 REACTIONS (1b/size) 1=1279JU-3-8,5=1012r03-8 Max Horz 1=182(LC 13) Max Upitft1=170(LC 15),5=-210(LC 18) Max Grav 1=1279(LC 1),5=1131(LC 9) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-22834/500,2-3=-17331266,3_4=-15901165,4-6=2335/498,5-0=0/34 BDT CHORD 1-9z-354/2556,8-9=-8312556,7-8=8312556,7-10=-611800,5-10=-43311850 WEBS 2-7=-1151189,3-7=01654,4-7=-474/82,2-8=01122 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05:85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL-1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 International Building Cade section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,19-M to 20.M for 500.0 plf. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOADCASE(S) Standard Except: 1)Regular.Lumber krcrease=1.25,Plate Increase=1.00 Uniform Loads(plf) . Vert:1-2=-188(F=-120),23=-08,3-0=-08,1-5=-14 wt uu rn (01817 a' £ ` 9 ,A OF C p� Job Truss Truss Type City PIY ROSETTA CANYON IUCENTEXIRANEE E-3585 T102BG GABLE 1 1 Job Reference(optional) Universal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 MTek Industries,Inc. Wed Jun 18 16:39:27 2008 Pege 1 -1-7-0 � 10-4-0 20-8-0 2222 1-7-0 10-4-0 10-4-0 1-7-0 Scale=1:42. 44= Camber=3/16 in 4.00 12 3x4 7 3x4 2x4 11 6 8 2x4 11 2x4 11 5 9 2x4 II 2x4 11 4 10 2x4 11 3 11 cl u') 2 12 �1 13IM BRG: BRG1, 3x4 29 22 21 20 19 18 17 16 15 14 30 3x4 2x4 11 2x4 11 2x4 11 20 11 5x8- 2x4 11 2x4 11 2x4 11 2x4 11 20-8-0 20-M Plate Offsets :03140-1-0 12:0-3-14 0-1 8 18:0 4-0 0-3-0 LOADING(psi) SPACING 2-" CSI DEFL in (loc) lldefl LJd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.11 21-22 >999 360 MT20 197/144 1 CDL 14.0 lumber Increase 1.25 BC 0.71 Vert(TL) -0.28 21-22 >854 240 BCLL 0.0 Rep Stress Incr NO W B 0.41 Horz(TL) 0.06 12 We n/a BCDL 7.0 Code IBC20WTPt2002 (Matrix) Weight:85lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc pudins. ROT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 3 SPF Stud OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2=953/1-8-0,12=953/1-M Max Hors 2=210(LC 13) Max Upliff2=217(LC 15),12=-217(LC 18) Max Grav 2=1126(LC 10),12=1126(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,2-3=21771446,3-4=-19091288,45=-182B1223,5-6=-1742/167,6-7=1349/110,7-8=-13491110,8-9=1741/166,9-10=-1827223,10-11=-1 908/288,11-12=-21761446, 12-13=0134 BOT CHORD 2-29=0/1815,22-29=47/1601,21-22=-47/1601,2 0-2 1=4711 601,19-20=4711601,18-19=47/1601,17-18=0/1582,1 6-1 7-011 58 2,15-16=0/1582,1 4-1 5=011 582.14-30-011582, 1250=-388/1982 WEBS 7-18=0(736,11-14=-06140,10-15-2118,9-16=-34114,8-17=-11255,3.22=-M40,4-21=-2118,5-20=-34/14,6-19=-W54,6-18=-611/46,8-18=-613/49 NOTES 1)Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requres plate inspection per the Tooth Count Method when this tress is chosen for quality assurance inspection. 5)Gable studs spaced at 1-4-0 oc. 8)This truss la designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 7)This truss has been designed for a total drag load of 1000 lb Connect truss to resist drag loads along bottom chord from 0-M to 1-8-0,19-"to 2043 0 for 300.0 plf. LOAD CASE(S) Standard '81 m °c (01817 ' E p C p4 Job Truss Truss Type ocy Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 IT104A GABLE 5 1 Job Reference o tional Universal Truss,Inc..Fontana, 5 7.O1x1 s May 2 as. c. Wad Jun :39:28 age 1 $x4 2x4 11 -1-7-0 4-M 5-0-0 1-7-0 4-M 3 1-M 4.00 F12 u, 2 1 2x4= 2x4 I I fi 5-M 2x5 I� 5-0-0 Plate Offsets KY):: 4:Ed a 0-1-0 LOADING(psf) SPACING 2-" CSI DEFL In (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.59 Ved(LL) -0.01 2-6 >999 360 Vim 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.28 Vert(fL) -0.03 2-6 >999 240 BCLL 0.0 Rep Stress Inrr NO W B 0.03 Haz(TL) 0.00 5 n/a rda SCDL 15.0 Code IBC2006(rP12002 (Matrix) Weight:18lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11N0 .2 TOP CHORD Structural woad sheathing directly applied or 5-0-0 oc purlins, except end verticals, BOT CHORD 2 X 4 DF-N No,1/No.2 and 6-M oc max:34. WEBS 2 X 4 SPF Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 3 SPF Stud JOINTS 1 Brace at Jt(s):4 REACTIONS (lb/size) 2=37410-3-8,5=608/0-3-8 Max Horz 2=49(LC 4) Max UpI112=373(1-C 11),5=49(LC 12) Max Grav2=697(LC 10),5=608(LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,2-3=-1 1 39194 1,4-5=467/15,3-4=-2 5511 4 2 BOT CHORD 2-0=-911/1029,5.6=-1G4/234 WEBS 3-0=-W61 NOTES 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wand(normal to the face),see MTak'Standard Gable End Detair 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 14-0 cc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUI PI 1. 7)This truss has been designed for a total drag load of 1000lb. Conned truss to resist drag loads along bottom chord from 0-"to 5-0-0 for 200.0 ptl. 8)Design assumes 42(flat orientation)purlins at oc;spacing indicated,fastened to truss TC w/2-10d nails. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Incraase=1.25,Plate Increase=1,00 Uniform Loads(pit) Vert 2-5=30,1-3=-08,34=-68 Concentrated Loads(lb) Vert:4=400(F) Q�QTE W r rTr CU1811 * E ' 9 OF CA Job Tcuss Truss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T104AG GABLE 5 1 Job Reference(optional) rgversa toss,Inc.,Fontana,CA 92335(GAR) s May 0T MITek Industries, c. Wed Jun 1 :29 2008 Pagel ax4- 2x4 11 -1-7-0 4-M 5-M Zt 1-7-0 4-0-0 3 1-0-0 4.00 12 2 - a 9 1 FULL BEARING TRUSS 6 5 2x4= 5-0-0 2x4 11 2x4 II 5-0-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Ildetl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.00 TC 0.33 Vert(LL) 0.00 1 nh 180 MT20 1971144 TCDL 14.0 Lumber Inawse 1.25 BC 0.22 Vert(TL) 0.01 1 rdr 80 BCLL 0.0 Rep Stress Incr NO W B 0.05 Horz(TL) 0.00 5 rrla n1a BCDL 15.0 Code IBC2006frP12002 (Matrix) Weight:18lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals, BOT CHORD 2 X 4 DF-N No'11No.2 and 6-0-0 oc;max:3-4.WEBS 2 X 4 SPF Sid BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 3 SPF Stud JOINTS 1 Brace at Jt(s):4 REACTIONS (lb/size) 2=321/5-0-0,5=36 915-0-0,6=296/&" Max Hxz2=49(LC 14) Max Upli`12=379(LC 11),5=-89(LC 2),6=-32(LC 12) Max Grav 2-652(LC 10),5=36%LC 1),6=352(LC 9) FORCES (lb)-Maximum CompressiorOAaximum Tension TOP CHORD 1-2=0133,2-3=-108411010,45=-429/5,3-4=-1621164 BOT CHORD 2-6=-8931895,5.6=-1581160 WEBS 3-6=-196176 NOTES 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek'Standard Gable End Detail' 2)Provide adequate drainage to prevent water pondng. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 14-0 oc. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 8)This truss has been designed for a total drag load of 1000 lb. Conned truss to resist drag loads along bottom chord from 0-0-0 to 5-M for 200.0 plf. 9)Design assumes 4x2(Rat orientation)pudins at oc spacing indicated,fastened to truss TC w12-1 Od nails. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(6). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(ptf) Vert:2-5=-00,1-0-i8,34 -68 Concentrated Loads(lb) Vert:4=400(F) Q40F E �a Cr (01817 'b * E - 9 ®F C 4� Job Truss Truss TWa aty Ply R=Reference(o IUCENTEXIRANEE ` E-3585 T104BG GABLE 5 1 Jo Universal Truss,Inc, raa, 9 7.000 s ay 29 2007 MiTek ndustrias,Inc. W un 18 16.39.31 200 Page 1 -1-7-0 5-0-0 2x4 11 1-7-0 5-0-0 ZA II Cale=7:12.5 3 4.00 12 LO 2 LO Li FULL BEARING TRUSS 6 5 24= 5-0-0 2x4 II 2.4 I 5-0-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0,29 Vert(LL) -0.01 1 n/r 180 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.01 1 ndr 80 BCLL 0.0 Rep Stress Incr NO W B 0.07 Horz(Q 0.00 5 uda n/a BCDL 15.0 Code IBC20061TPI2002 (Matra) Weight:18lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No2 TOP CHORD Structural wood sheathing directly applied or 54)-0 cc purtins, except and verticals. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 6-"oc bracing. WEBS 2 X 4 SPF Std OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2=298/5-0-0,5=29515-0-0,6=39415-0-0 Max Horn 2=57(LC 4) Max Uplift2=-375(LC 11),5=•101(LC 10) Max Grav2=629(LC 10),5=295(LC 1),6=394(LC 1) FORCES (Ib)-Maximum CompressioNMaximum Tension TOP CHORD 1-2=0133,23=-1071/1014,3 4--21 611 90,4-5=340/56 BOT CHORD 2-6=-9001903,5-0=-180/183 WEBS 3-6--250138 NOTES 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek'Standard Gable End Detail" 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires conbnucus bottom chord bearing. 5)Gable studs spaced at 14-0 oc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIffPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-M to 5-0-0 for 200.0 pl€. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert;2-5=30,1-4=68 Concentrated Leads Vb) Vert:4--400(F) � C8181J 7D E " '9 �l9 OF CAS O���Q Job Truss cuss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 IT200AI CAL HIP 1 Job Reference o i0na1 niversa toss,lna, ontana,CA 92 RI 7.004 s ay 29 2007 MiTek I uslnes,Inc. Wed Jun 1 : 9:32 2008 Page 1 i 7-5-0 7-11T11 1T 2i2-1 17-M 21-7-8 26-5-15 30-8-5 31-3-0 38-8-0 7-5-0 M-11 4-2-6 4-10-7 4-7-0 4-10-7 4-2-6 0-6-11 7-5-0 1-7-0 Scale=1:71. Camber=1-1/16 in 4.00 12 5x7.5 MT76% 5x7.5 MT16zz� 4x5— 04— 4x6= 4x4- 45— 2 3 4 5 6 7 8 4 w 1 9 oQ ri 101 N o Mo 4x10= 15 16 14, 13 12 117 4x10 4x5- 7x10 MT16= 4x4= 7x10 MT16= 45= 7-5-0 13-2-7 134-8 19-4-0 25-1-8 25?-9 31-3-0� 38-8-0 - ter— �-- i 7-5-0 5-9-7 0-4-1 5-9-8 5-9-8 04-1 5-9-7 7-5-0 Plat. '.s X 5:0-3-0 E-d a 12:04-12 0-5-0 14:0.4-12 0 5-0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.67 13 >683 360 MM 197/144 ICUL 14.0 Lumber lcrease 1.25 BC 0.73 Vert(TL) -1.72 13 >268 240 MT16 116/127 BCLL 0.0 Rep Stress rocs NO WB 0.59 Horz�1 L) 0.25 9 Na Na BCDL 7.0 Code IBC20061fP12002 (Matrix) Weight:353lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc puriins,except T2 2 X 4 DF No.1&Btr,T3 2 X 4 OF No.18Btr 0-M oc pudins(29-13 max.):2-8. Except: ROT CHORD 2 X 6 DF SS 2-10-0 oc bracing:2.8 WEBS 2 X 4 SPF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ()Wsize) 1=368 610-3-8,9=38121"-8 Max Horz 1=-43(LC 4) Max Upliftl=-159(LC 3).9=-1g9(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=1 1 21 3/642,2-3=-10503/629,3-4=14941/828,45=-163571877,5-6=-163571877,6-7=-1 4 9 30181 8,7-8=1 04 6 1/61 0,8-9=111701622,9-10=0/39 BOT CHORD 1-15=574110634,15-16=-798I14302,14-16=-798/14302,13-14=-892/16265,12-13=-877116260,12-17=-759114285,1 1-1 7=-75 911 42 85,9-1 1=-52011 0592 WEBS 2-15'012121,3-15=-43791296,3-14=011282,4-14=-16221157,4-13=0/218,6-13=0/221,6-12=-1629/159,7-12=0/1288,7-11=-4394/299,8-11=0/2119 NOTES 1)2-ply truss to be connected together with 10d(0.131'xX)nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 on. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except ff noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;h=2&t TCDI=8.4psf;BCDL=4.2psf;Category Il;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)This buss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI1rPl 1. 10)Girder carries hip end with 8-0-0 end setback. 11)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC wl2-10d nails. LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pit) Vert:1-2=58,2-8=-165,8-10=-68,1.9=-34(F=-Z0) Concentrated Loads(lb) Vert:2=589 8=-589 Q�©FE O w rn °c C01817 ' 1� E f� OF CA Q��Q' Job Truss Truss Type city Ply ROSETTA CANYON II/CENTEX/RANEE . E-3585 T200AA CAL HIP 1 Job Reference o Tonal uversa Truss,Inc.,Fontana, 2335( 0 s May 7 i e n ustnes,Inc. Wed Jun 1 :48:04 age 1 rl-7-Q 7-11.11 30-8.5 38-M f10-3:q 1-7-0 7-11-11 22-8-10 7-11-11 1-7-0 Scale=1:73.8 Camber=1-1/16 in 4.00 12 5x7.5 MT16 5x7.5 MT16� 44— 4x4= 4x6= 4x4- 4x4= 3 4 5 6 7 8 9 q ,n 2 10 ,� CN 1 11iV 0 0 410= 16 17 15 14 13 138 400= 4x5= 7x10 MT16= 4x4= 7x10 MT16= 4x5= 13-" 25-1-8 38-" 13-6-8 11-6-15 13-6-8 Plate Offsets X Y: 6:0-3-0 Ede 13:04-12 0-5-4 15:0-4-12 0-5-4 LOADING(psf) SPACING 2-" CSI DEFL in (loc) 11deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TIC 0.94 Ved(LL) -0.67 14 >684 360 MT20 197/144 TCDL 14.0 Lumber Increase 1,25 BC 0.73 VertM) -1.72 14 >268 240 MT16 116A27 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0,25 10 We We BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight:358lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1 RJo.2*Except' TOP CHORD Structural wood sheathing directly applied or 33-1 oc purtins,except T2 2 X 4 OF No.1&Btr,T3 2 X 4 OF No.1&Btr 0-"oc pudins(2-9-14 max.):3-9. Except: BOT CHORD 2 X 6 OF SS 2-10-0 cc bracing:3-9 WEBS 2 X 4 SPF Sid BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Iblsize) 2=380910.3-8,10-3809/0.3-8 Max Horz 2=34(LC 3) Max Uplifl2=199(LC 3).10=-199(LC 4) FORCES (Ib)-Maximum Compressicn/Maximum Tension TOP CHORD 1.2=0139,2-3=-111611622,3 4=-104531610,45=-149141818,5-0=-163331868,6-7=163331866,7-8=-149141818,8-9=-104531610,9-10=-1116l/622,10-11=0139 BOT CHORD 2-16=-555110584,16-17=-786/14271,15-17=786/14271,14-15=-682116240,13-14=-870/16240,13-18=-763114271,12-18=-753114271,10-12=-520110584 WEBS 3-16-G/2116,4.16=.43881296,4-15=0/1285,5-15=-1623(157,5-1 4=012 1 9,7-14=01219,7-13=-16231157,8-1 3=011 285,8-12=4388/296,9-12=0/2116 NOTES 1)2-ply truss to be connected together with 10d(0.131W)nails as follows: Top chords connected as follows;2 X 4-1 row at 0-90 cc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 cc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber OOL=1.33 plate grip DOL=1.06. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7)All plates are MT20 plates unless otherwise indicated, 8)This truss requires plate inspection per the Tooth Count Method when this buss is chosen for quality assurance inspection. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 10)Girder carries hip end with 8-0-0 end setback. 11)Design assumes 4x2(flat orientation)pudins at cc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard 1)Regular,Lumber Incmaso=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=68,3-9=-165,9.11=-68,2-10=34(F=-20) Concentrated Loads(lb) Ved:3=-589 9=-589 oQRpTTF ES W rM °C C01817 * E - Job Truss Truss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE , E-3585 T200131 CAL HIP 1 1 Job Reference o tional rsversa Truss.Inc.,Fontana, 5 7.000 s ay T MTek usines,Inc. Wed Jun 18 16:39:37 Pagel 7-4-0 9-11-11 16-1-2 , 22-6-14 , 28-8-5 31-3-10 , 3M-0 Q0-4 7-4-6 2-7-5 6-1-7 6-5-12 6-1-7 2-7-5 7-4-6 1.7-0 Scale=1:71. Camber=13/16 i 4.00 12 5x7.5 MT16% 4x9= 4x9= 5x7.5 MT16� 404= 46= 8x9= 2X4\\ 315 16 4 5 6 17 718 2x4 2 8 v 10im M G O 5x8- 14 13 12 11 5x8- 4x8= 6x15 MT16= 6x15 MT16= 48= 9-5-8 16-1-2 22-6-14 29-2-8 38-M 9-5-8 6-7-10 6-5-12 6-7-10 9-5-8 Plate Offsets X Y: 1:0-3-3 Ede 5:0.3-0 Ede 6:0-340.2-0 9.0.33 Ede 12:0.7.8 Ede 13:0-7.8 Ed e LOADING(psf) SPACING 2-" CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TIC 0.93 Vert(LL) -0.55 12-13 >839 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(R.) -1.36 12-13 >338 240 MT16 1161127 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.32 9 n1a rUa BCDL 7.0 Code IBC20061TPI2002 (Matrix) Weight:154lb LUMBER BRACING TOP CHORD 2 X 4 DF-N 240OF 2.OE-Excepr TOP CHORD Structural wood sheathing directly applied or 34)5 oc pudins,except T2 2 X 4 DF No.1&Btr,T2 2 X 4 DF No.18Btr 0-0-0 oc purlfns(2-6-4 max.):3-7. Except: BOT CHORD 2 X 4 DF-N 240OF 2.OE'Except- 2-"oc bracing:3-7 B2 2 X 4 DF No.18Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud*Except' WEBS 1 Row at midpt 4-14.6.11 W3 2 X 4 SPF Sid,W3 2 X 4 SPF Sid OTHERS 2 X 4 DF-N No.1/No.2 REACTIONS (IWsize) 1=192210-3-8,9=2048/03-8 Max Horz 1=-47(LC 4) Max Upliftl=-105(LC 3),9=-145(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-51431338,23=5016/335.3-15=-48011328,15-16=-0801/328,4-16=-4801/328,45=-64231441,5-&=-64231437,6-i7=-4799/313,17-18=-47921316,7-18=-4784/316,7-8=50001322, 8-9=-5109522,9-10=0134 BOTCHORD 1-14=-28414793,13-14=-375(6430,1 2-1 3-376167 30,11-12=373/6735,9-11=-229/4756 WEBS 2-1 4=-2 91301,3-1 4=-1 01857,4-14=-1905llT7,4-13=01300,6-12=0/198,6-11=2209/198,7-11=-7/914,8-11=-311329,6-13=-031/49 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05:85mph;h=25ft;TCDL=8.4psl;BCDL=4,2psf;Category ll;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.0& 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconc urrent with any other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)This truss is designed in accordance with the 2006 International Building Cade section 2306.1 and referenced standard ANSI/TPI 1. 8)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC wl 2-1 Od nails. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=l 25,Plate Increase=1.00 Uniform Loads(pli) Vert:1-3=6B,3-15=-68,16-17=-102(B=-34),7-18=-68,7-10=68,1-9=-14 Concentrated Loads(lb) Vert:15=102 18=102 Trapezoidal Loads(plf) Vert:15=-68 to-16=102,17--102-to-18=-68 oQ�pf E � a � Uj rr C01817 * E �9 Of CA a��� Job Tnrss Truss Type 4ty Ply ROSETTA CANYON II/CENTEX/RANEE • E-3585 T200B CAL HIP 1 1 Job Reference(optional) -Un-r-o—ars-aif Truss,Inc.,Fontana,CA 92335(GAR) 700. 0 s y 2007 rMT8k lndustr?es,lnc. W Jun 18 16:39:36 2008 Page 1 7.4-6 ,9-11-11 , 16-1-2 22-6-14 , 28-8-5 31-3-10 38-8-0 7-4-6 2-7-5 6-1-7 6-5-12 6-1-7 2-7-5 7-4-6 Scale=1:70. Camber=13116 in 4.00 FF2 5x7.5 MT16::-� 4x9- 4x9— 5x7.5 MT16� W4 4X6= 8x9= 2X4 314 15 4 5 fi 16 717 2x4 2 8 Cn 1 9 m C4 Ir j o m _ o 5X8= 13 12 11 10 5x8 4X8= 6x15 MT16= 6x15 MT16— 4X8 9-5-8 I 16-1-2 22-6-14 1 29-2-8 _ 38-8-0 9-5-8 6-7-10 6-5-12 6-7-10 9-5-8 Plate Offsets X 1:0-3-3 Ed 5'03-0 Ed :0.344 0-2-8 3-3 E e 11i0-7-8 E e 12:0-7-8 E e LOAMG(psf) SPACING 24).0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.95 Vert(LL) -0.56 11-12 >820 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 8C 1.00 Ved(TL) -1.3911-12 >330 240 MT16 116J127 BCLL 0.0 Rep Stress Incr NO W B 0.58 Horz(TL) 0.32 9 We n/a BCDL 7.0 Code IBC2006fTP12002 (Matra) Weight:152lb LUMBER BRACING TOP CHORD 2 X 4 OF No.18Btr TOP CHORD Structural wood sheathing directly applied or 2-1-2 cc pudins,except BOT CHORD 2 X 4 DF-N 240OF 2.0E-Except "-Doc purlins(2-5-14 max.):3-7. Except B2 2 X 4 OF No.1&Bit 25-0 oc bracing:3-7 WEBS 2 X 3 SPF Stud'ExceW BOT CHORD Rigid telling directly applied or 10-0-0 oc tracing, W3 2 X 4 SPF Sid,W3 2 X 4 SPF Std W P B S 1 Row at midpt 4-13,6-10 OTHERS 2 X 4 DF-N No.11No.2 REAC11ONS (Iblsize) 1-1925/0-3-0,9=1925/0-3-8 Max Horn 1=-28(LC 4) Max Uplift1=105(1-10 3),9=105(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-5152/338,2-3=-5023/334,3-14=48071327,14-15=-48071327,4-15-4807/327,45=-0439/441,5-0--6439/437,6-16=48261324,16-17=-4819/326,7-17=-4811/326,7-0=-50331335, 8-9=-51531338 BOT CHORD 1-13=2M4800,12-13=383f6448,11-12=J8416752.10-11=38016757,9-10=-26614801 WEBS 2-1 3=2 8129 8,3-13=11/865,4-13=-19171180,4-12=0/301,6-11=0/197,6-10=22091199,7-10=16/941,8-10=J01316,6-12=-437/52 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=BApsf;BCDL=4.2psf;Category 11;Ecp B;enclosed;MWFRS gable end zone;end ver4cal left and right exposed; Lumber DOL=1.33 plate grip DOL-1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is Chosen for quality assumnou inspection. 7)This truss is designed in accordance with the 2006 International Building Cade section 2306.1 and refeienced standard ANSI/TPI 1. 8)Design assumes 4x2(flat orientation)purfns at oc spacing indicated,fastened to truss TC w/2-10d rails. 9)In the LOAD CASES)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except- 1)Regular:Lumber Increase-1.25,Plate Increase=1.00 Uniform Loads(plf) Veit:1-3--68,3-14=48,15-16=-102(B=-34),7-17=-SB,7-9-68,1-9-14 Concentrated Loads(lb) Vert:14=-102 17=-102 Trapezoidal Loads(plf) Vert:14--68-to-15=102,16=-102-to-17=-0 QRpF� 9 cc C01817 " E - 9 4 CA �� Job Truss Truss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T200BA CAL HIP 1 1 Job Reference o tional niversal Truss,Inc.,Fontana,CA 92335(GAR) 7-000 s May 29 2007 Mi e n istnes,Inc Wed Jun 18 16:39:39 2008 Page 1 F1-7-9 7-4-69-11-11 , 16-1-2 22-6-14 i 28-8-5 , 31-3-10 38-8-0 f303 Q 1-7-0 7-4-6 2-7-5 6-1-7 6-5-12 6-1-7 2-7-5 7-4-6 1-7-0 Scale=1:73.8 Camber=3/4 in 7x10= 4-00 12 2x4 II 4x6= 4x4— 7x10- 2X4 416 17 5 6 7 18 8 19 2x4 3 9 v m 1 2 10 11tr o c 5x7— 15 14 13 12 5x7= 4x4 6x12.5 MT16= 6x12.5 MT16= 4x4— 9-5-8 16-1-2 22-6-14 I 29-2-8 3"-0 9-5-8 6-7-10 6-5-12 6-7-10 9-5-8 Plate Offsets X Y; 2:0-3-3 Ede 4:0-43 0-1-12 6:03-0 Ede 8:0-13 0-1-12 10:0-33 Ede 13:0-5-12 Q:-0 14:05-12 0-3-0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.50 13-14 >929 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 SC 0.82 Vert(TL) -1.27 13-14 >362 240 MT16 116/127 BCLL 0.0 Rep Stress Incr NO WB 0.78 Hoz(TL) 0.27 10 Na n/a BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight:143lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&B1r TOP CHORD Structural wood sheathing directly applied or 25-14 oc purlins,except BOT CHORD 2 X 4 OF No.1&Btr 0-0-0 oc purfins(2-2-14 max.):4-8. Except: WEBS 2 X 3 SPF Stud 2-3-0 oc bracing:4-0 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS (lb/size) 2=1864/0.3-8,1 0=1 86410-3-8 Max Harz 2=39(LC 3) Max Uplift2=-108(LC 3),10=-108(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,2-3=-45501210,3-4=-44131206,4-1 6-54 22124 0,16-17=54221240,5-17-5422/240,5-6=5437/242,6-7=5437/242,7-18=-5423f240,1 8-1 9=-54 2 31240,8-19=54231240, 8-9=-4413/206,9-10=-4550/210,10-11=0/34 BOT CHORD 2-15=-163/422a,14-15=-141/4247,13-14=-15515438,12-13=-10214247,10-12=-124/4228 WEBS 3.15-20/266,4-15=f61241,4.14=-8311404,5-14=-482f78,7-13=-523/88,6-13=34/1406,8-12=561241,9-12=-201266,7-14=-107H04 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=B 4psf;BCDL-4.2psf;Category 11;Exp B;enclosed;MWFRS gable and zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psi bottom chord live load nonooncurrent with any other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 8)Design assumes 4x2(Rat orientation)purlins at oc spacing indicated,fastened to truss TC wl 2-10d nails. LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(ptf) Vert:1-4=-08,4-16=-68,17-18--68,8-19=58,8-11=58,2-10=14 Concentrated Loads(b) Vert:16=102 19=-102 1 rapezoidal Loads(plf) Vert:16=58-to-17=-102,18=-1024o-19=-08 • Q,�pE ES C01817 7tl * E - 9 Of CA 4� Job Truss Tn.ssTyna - Dty PIY RgSETTACANYON II/CENTEXIRANEE E-3585 T20()BT CAL HIP 1 1 _ Job Reference o Clonal -Universal—Truss,Inc.,Fontana,CA 92335 IG 7.000 s May 29 07 MiTek industnes,Inc. ed Jun 18 163940 OB Page 1 r 0�_7-4-6 9-11-11 16-1-2 22-0-14 28-8-S 31-3-10 , 38-8-0 1-7-0 7-4-6 2-7-5 6-1-7 6-5-12 6-1-7 2-7-5 7-4-6 Scale=1:73.1 Camber=13/16 in 5x7.5 MT16= 4x9= 4x9— 5x7.5 MT16:z� 4.00 F12 4x14= 4X6= 8x9= 2X4 415 16 5 6 7 17 818 2x4 3 9 Y 2 10 d 1 to 5x8 T 14 13 12 11 5x8 4X8 zz 6x15 MT16= 605 MT16= 4x8= 9-5-8 16-1-2 22-6-14 29-2-8 38-8-0 9-5-8 6-7-10 6-5-12 .6-7-10 9-5-8 Plate Offsets KY): :0-3-3 E e :0-3-0 E e :0-3-4 0.23 10:0-3-3 Ed 12:0-7-8 Ed 13:0-7-8 Ed LOADING(psf) SPACING 2-M CSt DEFL in (toc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.94 Ved(LL) -0.55 12-13 >839 360 NMO 1971144 TCDL 14.0 Lumber Increase L25 BC 1.00 Vert(TL) -1.36 12-13 >338 240 MT16 1161127 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.32 10 Na Na BCDL 7.0 Cade IBC2006ITP12002 (Mabtx) Weight:154lb LUMBER BRACING TOP CHORD 2 X 4 DF-N 240OF 2.0E'Except' TOP CHORD Structural Wood sheathing directly applied or 3-0-5 oc purlins,except T2 2 X 4 DF No.1&Btr,T2 2 X 4 OF No.1&Btr 0-"oc purlins(2."max.):4-8. Except: BOT CHORD 2 X 4 DF-N 240OF 2.OE'Except' 2-6-0 oc bracing:4-8 B2 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 1 M-0 oc bracing. WEBS 2 X 3 SPF Stud-Except' WEBS 1 Raw at midpt 5-14,7-11 W3 2 X 4 SPF Std,W3 2 X 4 SPF Std OTHERS 2 X 4 DF-N No.1Mo2 REACTIONS (lb/size) 10=1922/0-3-8,2=2048103m Max Horz2=46(LC 3) Max Uplifl10=105(LC 4),2=-145(LC 3) FORCES (lb)-Maximum Compression/MaximumTension TOP CHORD 1-2=0/34,2-3=5108/322,34=49901322,4-15=47801316,15-16=47801316,5-16=-i78MI6,5-6=-6418/433,6-7=-6418/429,7-17=48211324,17-18=-48131327,8-18=-08061327, 8-9=-502W335,9-10=•51441338 BOT CHORD 2-14=275/4756,13-14=37616425,12-13=381/6735,11-12=-377/6740,1 0-1 1=-2 6614 7 93 WEBS 3-14=29f310,4-14=-31839,5-14=-1917/179,5-13=0/303,7-12=0/197,7-1 i=2197/195,8-11=-15/933,9-11=31/320,7-13=439/52 NOTES 1)Unbalanced roof live bads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category It;Etp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcunent Mth any other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)This truss is designed in accordance with the 2006 international Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d naits. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F7 or bad((B). LOAD CASE(S)Standard Except: 1)Regular.Lumber Increase-1.25,Plate Increase=1.00 Uniform toads(plf) Vert:1-4=68,4-15=E8,16-17=-102(B=34),8-18--08,8-10--08,2-10=14 Concentrated Loads(lb) Vert:15=-10218=-102 Trapezoidal Loads(ptl) Vert:15=38-to-16=-102,17--102-to-18=38 Ln k Q Uj r� C01817 E - 9 OF CA 0� Job TT200101 ss Truss Type ply Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 CAL HIP 1 1 Job Reference(optional) -IJiverse)Truss,Inc.,Fontana,CA g=(GAR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:39:43 20D8 Page 1 74-6 , 11-11-11 16-1-2 22-6-14 26-8-5 31-3-10 38-8-0 40-3-0 7-4-6 4-7-5 4-1-7 6-5-12 4-1-7 4-7-5 7-4-6 1-7-0 Scale=1:71.3 Camber=718 In 4.00 12 7x8\1 4 2x4 11 2x4 11 8 7x8 2x4 3 6 5 6 7 2x4 2 9 1 n 1 10 11 0 0 5x7— 15 14 18 13 12 5x7= 4x4= 6x12.5 MT16= 6x12.5 MT16= 4x4= 9-5-8 16-1-2 22-6-14 29-2-8 38-8-0 9-5-8 6-7-10 6-5-12 6-7-10 9-5-8 Plate Offsets X Y: 1:0-3-3 E 10:0 3 3 Ed a 13:0 r12 0 3-0 14:O-5-12 0-0-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.95 Vert(LL) -0.52 14-15 >888 360 MT20 197/144 TCDL 14.0 Lumber increase 1.25 BC 0.79 Vert(FL) -1,31 13-14 >351 240 MF16 1161127 BCLL 0.0 Rep Stress Ina YES WB 0,31 Ho; ( ) 0.27 10 n1a n/a BCDL 7.0 Code IBC2006/TPI2002 (Matrix) Weight:148lb LUMBER BRACING TOP CHORD 2 X 4 DF-N NoAlNo.2*Except' TOP CHORD Structural wood sheathing directly applied,except T2 2 X 4 DF No.i&Btr 0-"oc purlins(2-2-13 max.):3.7. Except; BOT CHORD 2 X 4 OF No.1&Btr 2-3-0 oc bracing:3-7 WEBS 2 X 3 SPF Shed`Except• BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2 2 X 4 DF-N No.11No2,W2 2 X 4 DF-N No.11No.2 REACTIONS (lb/size) 1=1676/03-8,10=1802/0-3-8 Max Horz 1=41(LC 4) Max Upliftl=56(LC 3),1O=W(LC 4) FORCES (b)-Maximum CompressioNMaximum Tension TOP CHORD 1-2=-0391/185,23=-4237/178.3-4=6110,3.16=-5273/224,5-16=5273/224,5-0=5287/226,6-17=-52731224,7-17=,52731224,7-0=-01/0,7-9=-4210/166,9-10=43561169,10-11=0134 BOTCHORD 1-15=-134/4082,14-15=10814071,14-18=133/5287,1 3-1 8=-1 3315 287,12-13=53/4049,10-12=-85/4046 WEBS 2-15=-25/136,3-15=01245,3-14=-74/1495,5-14=-506f79,6-13=—r08/80,7-13-77/1512,7-1 2=-31234,9-1 2=-2511 4 3 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;11=25111;TCDI-4.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL-1.33 plate gdp DOL=1.06, 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3&-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)This truss is designed in accordance with the 2006 International Building Code section 2306,1 and referenced standard ANSI/TPI 1. 9)Design assumes 42(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase-1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=68,34=-08,3-16=-28,16-17=E8,7-17=-28,7-8=-68,7-11=-68,1-10=-14 Concentrated Loads(b) Vert:18=75(F) o�Rfl�E C01817 £ - 9 OF C Q� Job Truss Truss Type Qtv Ply ROSETTA CANYON IUCENTEX/RANEE E-3585 T200C CAL HIP 1 1 Job Reference o nal Univ Cuss,Inc.,Fontana, 2335(GAR) 7. a May 29 2007 i ek Industries,Inc. wedJun age 1 7-4-6 11-11-11 16-1-2 22-6-14 26-8-5 31-3-10 38-8-0 7-4-6 4-7-5 4-1-7 6-5-12 4-1-7 4-7-5 7-3-6 Scale=1:70. Camber=718 in 4.00 12 7x8 1\ 4 2x4 Il 2x4 II 8 7x8 2x4 0 3 5 5 6 7 W 2 to 5a 5a 5a9 14 C11n 1 10 r3 Fky 0 0 5x7- 14 13 17 12 11 5x7= 4x4= 6x12.5 MT16= 6x12.5 MT16= 4x4= 9.5-8 16-1-2 22-6-14 29-2-8 38-8-0 9-5-8 6-7-10 6-5-12 6-7-10 9-5-8 Plate Offsets X Y: 1:0-33 Ede 10:0-3-3 Ede 12:0-5-12 030 13:0-5.12 0.3-0 LOADING(psf) SPACING 24)-0 CSI DEFL in (loc) Vdefl Ltd PLATES GRIP TOLL 20.0 Plates Increase 1.00 TC 0.95 Vert(LL) -0.52 11-12 >888 360 MT20 1971144 TCDL 14,0 Lumber Increase 1.25 BC 0.79 Vert(TL) -1.32 12.13 >349 240 MT16 116/127 BCLL 0.0 Rep Stress Ina YES WB 0.31 Horz(7L) 0.27 10 n/a rda BCDL TO Code IBC200SITPI2002 (Matrix) Weight:145lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1Mo.2'Except' TOP CHORD Structural wood sheathing directly applied,except T2 2 X 4 DF No.l&Btr 04)-0 oc pur ins(2-2-12 max.):3.7. Except: BOT CHORD 2 X 4 DF No.1&Btr 2-3-0 oc bracing:3-7 WEBS 2 X 3 SPF Stud*Except' BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. W2 2 X 4 DF-N No.1Mo.2,W2 2 X 4 DF-N No.1/No.2 REACTIONS (lb/size) 1=167&0.3-8,10=1678/0-33 Max Horz 1=21(LC 3) Max Upltftl=-55(LC 3),10=55(LC 4) FORCES (Ib)-Maximum Compress on/Maximum Tension TOP CHORD 1.2=-4399/185,23=-4245/178,3-4=-61/0,3-15=52901224,5-15=-52901224,55=-0i3041226,6-16=5290224,7-16=S29pR24,73=-61/0,7-9=-42451178,9-10=-4399/185 BOTCHORD 1-14=-14214090,13.14=-11514079,13-17=-140/5304,12-17=-140/5304,11-12=94/4079,10-11=121/4090 WEBS 2-14=25/136,3-14=0244,3-13=77/1506,5.13=50B/B0,6-12=508/80,7-12=-7711506,7-1 1=01244,9-11=-25/136 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05:85mph;h=25ft;TCDL=8,4psf;8CDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber D0L=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonocncurrent with any other live bads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2.0-0 wide will fill between the bottom chord and any other members. 8)This truss is designed in aocordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. 9)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC wl 2-10d nails. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3--68,3-4=.68,3.15=-28,15.16=5B,7-16=28,74�=58,7-10=68,1-10=-14 Concentrated Loads(lb) Vert:17=-75(F) Q%OFE O Lu r" °C C01817 7O E - 9 OF C 4Q` Job T uss Tr Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T200CA CALuss HIP 1 1 Job 112,7810 ren o I Unry Truss, nc.,Fontana, 5( ) 7. s may T I e ustnes,Inc. edJun 18 16:39:44 8 Pagel r1-7: , 7-4-6 11-11-11 , 16-1-2 22-0-14 26-8-5 1 31-3-10 38-8-0 f 0-3- 1-7-0 7.4-6 4-7-5 4-1-7 6-5-12 4-1-7 4-7-5 7-" 1-7-0 Scale=1:73. Camber=718 in 4.00 12 7x8 11 g 2x4 11 2x4 11 9 7x8 2x4 NN 4 7 6 7 8 2x4// 3 10 2 11 12 r m rf 1LQtci 6 0 5x7= 16 15 19 14 13 5x7= 4x4= 6x12.5 MT16= 6x12.5 MT16= 4x4= 9-5-8 16-1-2 22-6-14 29-2-8 38-M 9-5-8 6-7-10 6-5-12 6.7-10 9-5-8 Plate Offsets X Y: 2:0-"Ede 11:0-03 Ede 14:0-5-12 03-0 15:0-5-12 0-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) VdaO Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.51 13-14 >897 360 M'm 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -1.31 14-15 >353 240 MT16 116/127 BCLL 0.0 Rep Stress Ina YES W B 0.31 Hcrz(fL) 0.26 11 n/a We BCDL 7.0 Code IBC20061TP12002 (Matra) Weight:150lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No,l/No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-1-2 oc purlins,except T2 2 X 4 DF No.1&Btr 0-0-0 oc purlins(2-3-1 max.):4-8. Except: BOT CHORD 2 X 4 DF No.1&Blr 2-3-0 oc bracing:4-8 WEBS 2 X 3 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, W2 2 X 4 DF-N No.11No.2,W2 2 X 4 DF-N No.11No.2 REACTIONS (lb/size) 2=179910-3-8,1 1=17 9 9103-8 Max Harz 2=33(LC 3) Max Upiifl2=-94(LC 3).11=-94(LC 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,2-3=-4348/169,3d=-42011165,45=-61/0,4-17=-5256/218,6-17=-5256/218,6.7=-52701220,7-18=-5256/218,8-18=52W218,8-9=-6110,8-10=-42011166,10-11=-4348/169, 11-12=0/34 BOT CHORD 2-16=-118(4038,15.16=-9614041,15-19--126/5270,14-19=-12615270,13-14=-6N4041,l l-13=$514038 WEBS 3-1 6=-2511 4 3,4.16=-2235,4-15=73/1502,6-15=506f79,7-14=506f79,8-14=-74/1502,8-13=-2235,1 0-1 3=-2 511 4 3 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.0& 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonocncurrent with any other We bads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires pinto inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tell by 2-0-0 wide will fit between the bottom chord and any other members. 8)This truss is designed In accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSUTPI 1. 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC wl 2-1 Od nails. 10)In the LOAD CASE(S)sedion,loads applied to the face of the truss are noted as front(F)or back(B). LOADCASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pit) Vert:1.4=-68,4.5=-08,4-17=-28,17-18=58,8-18=28,8-9=68,8.12=-08,2-11=-14 Concentrated Loads(lb) Vert:19=75(F) QR°f� �o w eT+ °C (01817 'O * E ' 9 OF E 4Q` Job Truss Truss Type aty Ply ROSETTA CANYON II/CENTEXIRANEE E-3585 T20OCT CAL HIP 1 1 Job Reference o LoneI Univ runs,Inc., onlana, 7. s ay 7 M e ndustrres,Inc. Wed Jun 1 1 :4fi age 1 �1-7-9 7-4-6 11-11-11 16-1-2 22-6-14 26-8-5 31-3-10 i 38-" 1-7-0 74-6 4-7-5 4-1-7 6-5-12 4-1-7 4-7-5 74-6 Scale=1:73. Camber=7/8 in 4.00 F12 7x8 11 5 2x4 II 2x4 I I 9 7x8 2x4\\ 4 6 6 7 8 2X4 3 CM 10 V 2 11 Y 1 1M 0 0 5x7 15 14 18 13 12 5x7 4x4— 6x12.5 MT16= 6x12.5 MT16— 4x4= 9-5-8 16-1-2 22-6-14 29-2-8 38-" 9-5-8 6-7-10 6-5-12 6-7-10 9-5-8 Plate Offsets X Y: 2:033 Ede 11:03-3 Ede 13:0-5-12 03-0 14:0-5-12 0-M LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.95 Vert(LL) -0.52 12-13 >888 360 MM 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Ven(TL) -1.31 13-14 >351 240 MT16 116/127 BCLL CA Rep Stress Ina YES WB 0.31 Horz(TL) 0.27 11 n/a n/a BCOL 7.0 Code IBC2006/TP12002 (Matrix) Weight:148 to LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2*Except' TOP CHORD Structural wood sheathing directly applied,except T2 2 X 4 DF No.18Btr 0-0-0 oc pudms(2-2-13 max.):4-8. Except: BOT CHORD 2 X 4 OF No.1&Btr 2.3-0 oc bracing:4.8 WEBS 2 X 3 SPF Stud'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2 2 X 4 DF-N No.t/No.2,W2 2 X 4 DF-N No.11No.2 REACTIONS (Ib/size) 11=1676/0-3-8,2=1802JO-3.8 Max Horz 2=41(LC 3) Max Uplrft11=55(LC 4),2=-94(LC 3) FORCES (lb)-Maximum CompressiorvMaximum Tension TOP CHORD 1-2=0134.2-3=-435811 6 9,3•1=4 21 011 65,45=-61/0,4-16=-5273224,6-16�5273f224,6-7=5287/226,7-17=5273224,8-1 7-52 7 3224,8-9=-61f0,8-10=-02371178,10-11=4391/185 BOT CHORD 2.15=-126r4046,14-15=-104/4049,14-18=13415287,13-18=-134/5287,12-13=94/4072,11-12=121/4082 WEBS 3-15=-251143,4-15=-3234,4-14=-77/1512,6-14=506/80,7-13=506(79,8-13=74/1495,8-12=0245,10-12=-25/136 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category Il;Exp B:enclosed;MWFRS gable and zone;end vertical left and right exposed; Lumber D0L=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-"wide will ft between the bottom chord and any other members. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)Design assumes 4x2(flat orientation)pudins at cc spacing indicated,fastened to truss TC w12-1 Od nails. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Irorease=1.00 Uniform Loads(plf) Vert:14=58,4-5=58,4-16=-28,16-17=-68,8.17=-28,8-9=-68,8.11=-68,2-11=-14 Concentrated Loads(lb) Vert:18-75(1`) aQaof� LLJ r" °C C01817 * - 9 .� OF C oR Job Truss Truss Type Oty Ply ROSETTA CANYON IIICENTEX/RANEE E-3585 T200D1 CAL HIP 1 1 ' Jab Reference o tionel Universalcuss,Inc.,Fontana,CA 7.000 s y 29 20 7 i e industries,in.. Wed Jun 1 :3 :49 2008 Page 1 1 7-8-11 13-11-11 T 19-4-0 24-8-5 30-11-5 38-8-0_ A0-4 7-8-11 6-3-0 54-5 54-5 6-3-0 7-8-11 1-7-0 Scale=1:71. Camber=518 i 7x10 NIT16= 4.00 12 47= 48= 47=7x10 M T16= 318 4 194x8= 5 620 4x,5 45 2 7 v ,n 9 1 8 k2 r:3 iky 0BE0 414= 15 14 13 21 12 11 10 4x14= 2x4 11 6x12.5 MT16= 2x4 11 6x12.5 MT16= 2x4 11 4x4 4x4= 7-8-11 13-5-8 25-2-8 30-11-5 38-8-0 r , 7-8-11 5-8-13 11-9-0 5-8-13 7-8-11 Plate Offsets X Y: t:0-0-7 Ede 3:04.3 0-1-12 4:0-0-0 0-2-0 5:0-2.8 0.2-0 6:0-4-3 0-1-12 8:0-0-7 Ede 12:0.64 034 13:0.6.4 0-3-4 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TIC 0.93 Vert(LL) -0.50 12-13 >916 360 MT20 1971144 TCDL 14,0 Lumber Increase 1,25 BC 0.98 Ver1(TL) -1.14 12-13 >403 240 MT16 1161127 BCLL 0.0 Rep Stress Ina NO WB 0.71 Horz(TL) 0.32 8 rile nla BCDL 7.0 Code IBC2006/TPI2002 (Matra) Weight:166lb LUMBER BRACING TOP CHORD 2 X 4 DF-N 240OF 2.OE'Except' TOP CHORD Structural wood sheathing directly applied or 2-73 cc purlins,except T2 2 X 4 OF No.1&Btr 0-M oc purlins i23-9 max.):3-6. Except: BOT CHORD 2 X 4 DF No.1&BU 2-4-0 oc bracing:3-6 WEBS 2 X 3 SPF Stud'Exoept• BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. W1 2 X 4 OF-N No.11No.2 OTHERS 2 X 6 DF-N No.3 REACTIONS (lb/size) 1=2157/0-38,8=228NO3-8 Max Horz 1=-58(LC 4) Max Upliftl=-107(LC 3),8=-147(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=58821331,2-3=-5230/351,3-18=-5422/347,4-18=5422/347,4-19=-5422/347,5-1 9=54 22134 7,5-20=54221347,6-20=5422/347,6-7=5223/345,7-8=5846/315,8-9=0134 BOT CHORD 1-15=-28915488,14-15=-289/5488,13-14=-25514933,13-21=-257/5422,12-21=257/5422,11-12=-19914927,10-11=-22215452,8-10=-22215452 WEBS 2-15=01259,2-14=-612147,3-14=4/317,3-13=-134/1204,4-13=-729/143,5-12=-734/144,6-12=137/1214,6-1 1=-013 1 2,7-1 1=57 813 5,7-1 0-012 54 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05:85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category ll;Grp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevert water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 9)Girder carries tie-in spans of 24).0 from front girder and 54-0 from back girder. 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w12-1Od nails. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular,Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pit) Vert:1-3=68,3-18=-68,6-20=-68,6-9=-08,1-13=14,12-13=54,8-12=14 Concentrated Loads(lb) Vert:18=-193 20=193 21=-75(F) Trapezoidal Loads(ptf) Vert:18=-85-to-19-136,19=-136-to-20=55 tLL Q °C C01817 * E 9 7 OF C Q� Job T ,ss l'u"Type Q,r P vP v ROSETTA CANYON 11/CENTEX/RANEE • E-3585 T2000 CAL H I P 1 1 Jot Reference o Gonal Universal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 20 7 6d Industries,Inc.Wed Jun 18 1 :9:47 2008 Page 7-8-11 13-11-11 19-4-0 24-8-5 30-115 38-8-0 7-8-11 6-3-0 5-4-5 5-4-5 6-3-0 7-8-11 Scale=1:71.1 Camber=5/8 in 7x10 MT16= 4.00 12 4x7— 4x8= 4x7- 7x10 MT16= 317 4 184x8= 5 619 4X5 4x5 2 7 q Ln 1 8 u, A (m 6 0 4x14= 14 13 12 20 11 10 . 9 4x14= 2x4 11 6xl2.5 MT16= 2x4 11 6x12.5 MT16- 2x4 11 4x4= 4x4= L 7-8-11 13-5-8 25-2-8 30-11-5 ,_ 38-M J r 7-8-11 5-8-13 11-9-0 5-8-13 7-8-11 Plate Offsets Y: 1:0-0-7 Ed a 3:0-4-3 0-1-12],(4:0-0-00,0-2-0 5:0-2-8 0-2-0 6,04-3 0-1-12 :0-0-7 Ed 11:0-6.4 03-4 i2:0-64 0-3-4 LOADING(ptrQ SPACING 2-" CSI DEFL in (tax) Udefl Lld PLATES GRIP TCLL 20.0 Plates increase 1.00 TC 0.03 Vert(LL) -0.50 11-12 >914 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Ved(1L) -1.15 11-12 >402 240 MT16 116/127 BCLL 0.0 Rep Stress Inn NO WO 0.71 Horz(TL) 0.32 8 n/a n/a BCDL 7.0 Code IBC2006TP12002 (Matrix) Weight:164lb Will ER BRACING TOP CHORD 2 X4 DF-N 240OF 2,OE'Excepe TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc pudins.except T2 2 X 4 DF No.18Btr 0-0-0 oc,purtins(2-3-10 max.):3-0. Except: BOT CHORD 2 X 4 DF No.18Btr 24-0 oc bracing:3-6 WEBS 2 X 3 SPF Stud`ExoW ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W1 2 X 4 DF-N No.1/No.2 OTHERS 2 X 6 DF-N No.3 REACTIONS (lb/size) 1=2159/0-3-8,8=2159/03-8 Max Herz 1=38(LC 3) Max Uplifts=107(LC 3).8=-107(LC 4) FORCES (Ib)-.Maximum CompressionlMaximum Tension TOP CHORD 1-2=-%901331,2-3=-52391351,3-17=-54351347,4-17=-54351347,4-18=5435/347,518=-54351347,5-19=-5435/347,6-19=5435f347,6-7=-52391351,7-8=58901332 BOTCHORD 1-14=-286/5496,13-14=29615496,12-13=-262/4941,1220=264/5435,11-20=264/5435,10-il=.22414941,9-10=•258/5496,8-9=25815496 WEBS 2-14=0/259,2-13=-612/47,3-13=�16,3-12=-137/1212,4-12=-7331144,5-11=-733/144,6.11=13711212,6-10=-41316,7-10=-612J47,7-9=01259 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=2511;TCDL=8.4psf;BCDL=4.2psf;Category It:Exp B;enclosed;MWFRS gable end zone;end verl left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load noneoncurrecA with any other live loads. 6)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality astiurence inspection. 7)•This truss has been designed for a live lead of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard AN511TPI 1. 9)Girder carries tie-in spans of 2-"from front girder and 5-4-0 from back girder. 10)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC wl 2-10d nails. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pit) Vert:1-0=68,3-11=-08,6-19=-08,6-8=-08,1-12=-14,11-12=5 ,8.11=-14 Concentrated Loads(lb) Vert:17=193 19-193 20--75(F) Trapezoidal Loads(ptf) Vert:17=-85-to-18=-136,1B=136-to-19=-05 LU (01817 :" E - 9 � OF _ 9 Job Truss Truss Type dry PhyROSETTA CANYON II/CENTEX/RANEE E-3585 T200DA CAL HIP 1 1 Job Referene:a(optional) Universal Truss,Inc.,Fontana, 7.000 s May 29 2 07�dus6,es,Inc. Wed Jun 1 16:39:51 2008 Page 1 r•1-7-4 7-&11 13-11-11 , 19-4-0 24-8-5 3D-11-5 38-8-0 4", 1-7-0 7-8-11 6-3-0 5-4-5 5-4-5 6-3-0 7-8-11 1-7-0 Scale=1:73, Camber=11116 in 4.00 12 7X10 MT16= 4X7= 4,8=4X8= 4,,7=7x10 MT16= y 419 5 20 6 721 5X6 5XIS 10 3 8 Y v 1 211 13 9 101m i 0 0 414= 16 15 14 22 13 12 11 414 2X4 11 6X12.5 MT16= 2X4 11 6X12.5 MT16= 2x4 It 40= 4X4= 7-8-11 13-5-8 25-2-8 30-11-5 38-M 7-8-11 5-8-13 11-9-0 5-8-13 7-8-11 Plate Offsets X Y: 2:0.0-7 Ed :03-0 0 4:GA-3 0-1-12 :0-0-0 0-2-0 6:0-2-8 0-2 :0.4-3 G-1-1 :0-3-0 0.3-0 :0-0.7 Ede 13.,M4 0-0-4 14:0-64 0-3-q) LOADING(psf) SPACING 2-M CSI DEFL in (loc) Weill Lid PLATES GRIP TCLL 20.0 Plates Increase 1.00 TO 0.93 Verl(LL) -0.52 13-14 >892 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -1.1713-14 >393 240 MT16 116/127 BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(rL) 0.32 9 nie n1a BCDL 7.0 Code IBC2006/TPI2002 (Matrix) Weight.1691b LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins,except T3 2 X 4 DF No.1&Btr,T1 2 X 4 DF-N 240OF 2.OE,T1 2 X 4 DF-N 240OF 2.OE 0-0-0 oc purtins(2.3-13 max):4-7. Except: BOT CHORD 2 X 4 DF No.1&8tr 2-4-0 oc bracing;4-7 WEBS 2 X 3 SPF Stud"Except' SOT CHORD Rigid telling directly applied or 10-"oc bracing. W1 2 X 4 DF-N No.11Nc.2 OTKEIRS 2 X 6 OF-N No.3 REACTIONS (Ib/size) 2=228010-3-8,9=228010-3-8 Max Horz2=51(LC 3) Max Uplfft2=147(LC 3).9=147(LC 4) FORCES (b)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0/34,2-3=-5B34/314,34=-52121345,4-19=5410/342,5.19=-54101342,5.20=-5410/342,6-20=5410/342,r-21=5410/342,7.21=-54 1 01342,7-8=-52121345,8-9=-.58341315, 9-tO=0134 SOT CHORD 2-16=-27115440,1 5-1 6=-273154 37,14-15=24914917,14-22=-252/5410,13-22=-25215410,1 2-1 3=-1 9 914 91 7,11-12=-222/5437,9.11=221/5440 WEBS 3-16=0/255,3-15=576/35,4-15=-0/312,4-14=-134/1208,5-14=-730/142,6-13=-730/142,7-13=13411208,7-12=-01312,8-12=576J35,8-11=0/255 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06, 3)Provide adequate drainage to preventwater ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load noneoncunent with any other five loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-M wide will fit between the bottom chord and any other members. 8)This truss is designed In accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIffPI 1. 9)Girder carries tie-in spans of 2-M from front girder and 5-4-0 from back girder. 10)Design assumes 4x2(flat orientation)pudins at or spacing Indicated,fastened to truss TC w/2-1 Od nails. 11)In the LOAD CASE(S)section,bads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-68,4-19=58,7-21=-68,7-10=58,2-14=-14,13-14=-54,9-13=-14 Concentrated Loads(lb) Vert:19=-193 21=-193 22=-75(F) Trapezoidal Loads(plf) Vert:19--85-ta20=-136,20=-136-to-21=-85 4� +y rn C01817 1` E - 9 .F CA pQ� JobTruss Truss Type Qty Ply ROSETTA CANYON 1110ENTEX/RANEE E-3585 T20ODT CAL HIP 1 1 Job Reference o tional _ Universal Truss,Inc.,Fon 9,CA 92335(GAR) 7.000 s May 29 2007 MI a Industries,Inc. Wed Jun 16 16:39:52 2006 Page i rr-9 7-8-11 13-11-11 19-4-0 24-8-5 30-11-5 1 38-8-0 1-7-0 7-8-11 6-3-0 54-5 54-5 6-3-0 7-8-11 Scale=1:73.5 Camber=5M in 7x10 MT16= 47= 4x8= 4x8= 4x7=7x10 MT16= 4.00 F12 418 5 19 6 720 7- 4x5% 2>45�� 3 8 C5 OF rn 2 9 rn c 1 IV2 0 0 4x14= 15 14 13 21 12 11 10 4x14 2x4 II 6x12.5 MT16= 2x4 11 6x12.5 MT16= 2x4 11 4x4= 44= i 7-8-11 135-8 25-2-8 30-11-5 38-8-0 , 7-8-11 5-8-13 11-9-0 5-8-13 7-8-11 Plate Offsets Y: 210-0-7 E e 4 0-4-3 0-1.12 :0-0-0 0-2 :0-2$O-2-0 :04-3 0-1-1 9:0-0-7£d 12A-04 0-3-4 4.0-3-411 -3-4 LOADING(psi) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLAT GRIP TOLL 2DD Plates Increase 1,00 TC 0.93 Vert(LL) -0.50 12-13 >916 360 MT20 1971144 TCDL 14D Lumber Increase 1.25 BC 0.98 Vert(TL) -1.14 12-13 >403 240 MT16 1161127 BCLL 0.0 Rep Stress Incr NO W B 0.71 Horz(rL) 0.32 9 nla n/a BCDL 7.0 Code IBC20061TPi2002 (Matra) Weight:166lb WMBER BRACING TOP CHORD 2 X 4 DF-N 2400E ZOE'Except- TO_P CHORD Structural wood sheathing directly applied or 2-73 oc pudins,except T2 2 X 4 DF No.1&Btr 0-"oc pudins(23-9 max.):4-7, Except: BOT CHORD 2 X 4 OF No.i&Btr 2-4-0 oc bracng:4-7 WEBS 2 X 3 SPF Stud*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W1 2 X 4 DF-N No.11No.2 OTHERS 2 X 6 DF-N No.3 REACTIONS (lb/size) 9=2157/0-M,2=228310-3-8 Max Herz 2=58(LC 3) Max Uplift9=107(LC 4),2=-147(LC 3) FORCES (lb)-Maximum CompressbNMaxknurn Tension TOP CHORD 1-2=0134,2-3=S846/315,34=-52231345,4-18=-54221347,5-18=-5422J347,5-19=54221347,6.19=54221347,6-20=-54221347,7-20=•5422(347,7-8=5230/351,8-9=5 82/332 BOT CHORD 2-15=-28015452,14-15=28015452,1 3-1 4=-25 714927,13-21=-26015422,12-21=26W5422,11-12=-224/4933,10-11=-258/5488,9-10=-258/5488 WEBS 3-15=0/254,3-14=576134,4-14=-01312,4-13=-13711214,5-13=-7341144,6-12=-729/142,7-12=134/1204,7-11=4M7,8-11=-012147,8-10=0/259 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Fxp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber D0L=1.33 plate grip D0L=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-M wide will fit between the bottom chord and any other members. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI(TPJ 1. 9)Girder carries be-in spans of 2-0-0 from front girder and 54-0 from back girder. 10)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. 11)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(b7 Standard Except 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:14=-88,4-18=-08,7-20=-08,7-9=68,2-13=1 4.12-13=-54,9-12=14 Concentrated Loads(lb) Vert:1a=-193 20=-193 21=-75(1`) Trapezoidal Loads(pff) Vert:18=-65-to-19=136,19=-13640.20=45 I,I (018175 l E 9 �C PF CA p� L ,lob Truss Truss Type Ity P�-o SETTA CANYON II/CENTEXIRANEE E-3585 T200E1 CAL HIP 1 Reference o tional —Universal Truss,Inc.,Fontana, 92335(G ) ay 290 Mire ustnes,Inc. Wed Jun 18 16:39:56 2008 Page 1- 7-8-11 16-7-3 22-0-13 30-11-5 3"-0 0-3 7-8-11 8-10-8 5-5-10 8-10-8 7-8-11 1-7-0 Scale=1:81.2 Camber=9/16 in 4.00 F12 8x8= 8x8 6x8` 2x4 11 2x4 11 4 6 8 g 6x8= 5x6% 3 5x4 1I 5x4 II 10 i 5x6= ' 2 11 y' v co v rn 1 12 13 ri [� o c 5x7= 19 18 17 24 16 15 14 5x7= 2x4 I I 4x4= 5x6= 20 11 5x6= 4x4= 2x4 11 L 7-8-11 13-5-8 25-2-8 30-11-5 38-8-0 r i 7-8-11 5-8-13 11-9-0 5-8-13 7-8-11 Plate Offsets 1:0.3-3 Ede :0-3-0"-0 A-3-13 2- 10:0- 13 0-2- 11.0-3.0 0-3-0 12'.0-3-3£d a 16:0-2-12 0-3-4 17.D-2-12 0-3-0 LOADING(pst) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.85 Vert(-L) -0.32 17-18 >999 360 KMO 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0,8516-17 >543 240 BOLL 0.0 Rep Stress Incr NO W B 0.83 Horz(fl-) 0,23 12 n1a n/a BCDL 7.0 Code IBC20067TPI2002 (Matrix) Weight:174lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr•Except• TOP CHORD Structural wood sheathing directly applied or 25.6 oc purlins,except T2 2 X 4 DF-H No.11No.2,T2 2 X 4 DF-N No.11No.2 0-"oc pudins(44-10 max.):3-10. Except: BOT CHORD 2 X 4 DF No.1&Btr 45-0 oc bracing:5-7 WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2 X 4 DF-N No.11No.2'Except' JOINTS 1 Brace at Jt(s):5,7 02 2 X 6 DF-N No.3 RF-AC71ONS (lb/size) 1=1 61 910-M,12=1745/033 Max Harz 1=-66(LC 4) Max Upliftl=-16(LC 3),12=-56(LC 4) FORCES (lb)-Maximum CompreSSIDNMaximum Tension TOP CHORD 1-2=-02 38153,2-3=3517/60,3.4=-52111,45=-1110,35=-0638162,5-22=-3652166,22-23=3652166,7-23=-3652/66,7-1 0=36 38165,8-9=-1110,9-10=52/17,1 0-1 1=35 1 0155, 11-12=421=7,12-13=0/34 80TCHORD 1-19=3313934,18-19=34/3931,1 7-1 8=013 293,17-24=013652,16-24=0/3652,15-1"13288,14-15=0/3895,12-14=013897 WEBS 2-19=0/263,2-1 8=-71 1 15 9,3-18=-121408,3-17=-921910,5-17=5121100,7-16=-617/102,10-16=-95/919,1 0-1 5=-81398,11-15-678/47,1 1-1 4=01258,4-5=-106/22,7-9=104/21 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=251`1;TCDL=8-4psf;BCDL=4.2psf;Category ll;Exp B;enclosed;MWFRS gable and zone;end vertical loft and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard AN81IrPl 1. 8)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC wl 2.10d nails. 9)In the LOAD CASE(S)Section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except 1)RegdSar.Lumber lncroase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-68,3-0=-68,5-22=-28,22-23=-68,7-23=28,8-10=-68,10-13=68,1-12=-14 Concentrated Loads(lb) Vert:24-75(F) ®Qo of E rM (01817 •� E - 9 0jr C p� Job Truss TCAL Type Qty ly ROSETTACANYON II/CENTEX/RANEE E-3585 T200E HIP 1 1 Job Reference(optional' Universal Truss,Inc.,Fontana, ) 7 000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:39:54 2008 Page 1 7-8-11 1 15-11-11 22.8-5 30-11-5 38-8-0 7-8-11 8-3-0 6-8-10 8-3 0 7-8-11 Scale=1:70.3 Camber=518 in 6xg= 2x4 11 2x4 11 4.00 F12 4 8 6 c9= 3 7 4x5 45 zZ- 2 g v u� 1 10 0 0 5x8= 16 15 14 19 13 12 11 5x8= 2x4 11 4X4= W= 2X4 11 6x8— 44= 2x4 I l 7-841 13-M 25-2-8 30-11-5 38-8-0 7-8-11 5-8-13 11-9-0 5-8-13 7-8-11 Plate Offsets MY): f1l:0.3-3 E e 3:044 0-24 :044 -2-4 10:0-33 E e 13:04-0 0.34 14:0- 0 03-4 LOADING(psf) SPACING 2-0-0 CS] DEFL in (Icc) Vdefl Lld PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.92 Verl(LL) -0.44 13 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.26 BC 0.98 Vert(fL) -1.00 13-14 >459 240 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(fL) 0.26 10 n/a rJa BCDL TO Code IBC2006/TPt2002 (Matrix) Weight:161 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2 X 4 DF No.I&Btr'Except' 04)-0 oc purlins(2-9-2 max.):3-7. Except: B2 2 X 4 DF-N 240OF 2.0E 2-9-0 cc bracing:3-7 WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2 X 6 DF-N No.3 REACTIONS (Iblsize) 11=18000-3-8,10=180210-3-8 Max Harz 1=32(LC 3) Max Uplifts=45(LC 3),10=-45(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=48021141,23=-01 0311 52,34=-61/0,3-5=-4227/166,5-6=4227/166,6.7�4227/166,7-8=-0110,7-9=4 1 0311 5 2,9-10=48021142 BOT CHORD 1-1 6=1 1 1 14 467,15-16=-11114467,14-15=-6W855,14-19=,W4227,1319=55J4227,12-13=3413855,11-12=•79/4467,1 0-1 1=7 914 4 67 WEBS 2-16=0/262,2-15=675/53,3-15=11/375,3-14=-7911030,5-14=d89194,6-13=489/94,7-13=-79/1030,7-1 2-1 113 7 5,9-12=-675/53,9-11=01262 NOTES 1)Unbalanced root live bads have been considered for this design. 2)Wind:ASCE 7-05:85mplr;h=251t;TC01.4.4psF BCDL=4.2psf,Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a Ave load of 20.Opst or the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2008 Intemadonal Building Code section 2306.1 and referenced standard ANSVTPI 1. 8)Design assumes 42(flat orientation)pudtns at oc spacing indicated,fastened to truss TC w/2-10d nails. 9)In the LOAD CASE(S)section,bads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: , 1)Regular:Lumber Increase=1.25,Plate Increase-1.00 Uniform Loads(pit) Vert:1-3=68,34=68,3�i=-28,5-6=-08,6-7=-28,7-868,7-10—6i8,1-14=14,13-14=54,10-13=-14 Concentrated Loads(lb) Vert;19=75(1`) QROF E � rn (01817 1 E 1 " 9 A Of(A Jab Trvs5 Truss Type city PIY ROSETTA CANYON IIICENTEX/RANEE E-3585 IT20DEA CAL HIP 1 1 , __ Job Reference o floral Universal Truss,Inc., ontana,CA 92335(GAR) - 7.000 s May 9 2007 MiTek Induslrtes, ne. Wed Jun 18 16 : age )1-7-0 7-8-11 16-7-3 22_ 0-13 -8-0 30-11-5 38 40 3-0 1-7-0 7-8-11 8-10-8 5-5-10 8-10-8 7-8-11 1-7-0 Scale=1:83.6 Camber=9/16 in 4.00 12 8x8= 8x8= 6x8- 2x4 11 2x4 11 5 7 I 5x4 5x4 19 i0 6x8 -:7- = 5x6 4 3 A�11 5x6= 3 Z:: 12 Lb v 1 2 13 14U� a _ o 5x7 20 19 18 25 17 16 15 5x7 2x4 II 4x4= 5x6= 2x4 11 5x6= 4x4 2x4 11 7-8-11 13-5-8 25-2-8 30-11-5 38-8-0 7-8-11 5-8-13 11-9-0 5-8-13 7-8-11 Plate Offsets X 2:0-3-3,Edgel,f3:0-M.07W.f4:0-3-13,0-2-71,fl i 0-3-13.0-2-71.f12:0-0-0.0-3-01.f13:0-3-3.Edoel.rl7:0-2-12.0-3 41.f18:0.2-12,0341 LOADNG( ,,, SPACING 2-M CSI DEFL in (hoc) Udefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.93 Vert(LL) -0.33 16-17 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Ved(TL) -0.87 17-18 >528 240 BCLL 0.0 Rep Stress Ina NO W B 0.79 Horz(TL) 0.24 13 n1a rtla BCDL 7.0 Code IBC200WTP12002 (Matrix) Weight:176lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2'Exoept' TOP CHORD Structural wood sheathing directly applied,ex(xpt T3 2 X 4 DF No.19EW,T1 2 X 4 OF No.i&Btr 0-0-0 oc purlins(44-12 max.):4-11. Except: 80T CHORD 2 X 4 DF No.1&Btr'ExoW 4-5-0 oc bracing:6-8 B2 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 3 SPF Stud JOINTS 1 Brace at JXs):6,8 OTHERS 2 X 4 DF-N No.1/No.2*Except* 02 2 X 6 DF-N No.3 REACf10NS Pb/size) 2=174310.3.8,13=174310-3-8 Max Horz 2=58(LC 3) Max UpYR2-56(LC 3),13--56(LC 4) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0/34,2-3--4194137,34=-3502/55,4-5=52111,5-7=-11/0,4-6=-3626/60,6-23x-WGI61,23-24=-3640/81,8.24=-3640/61,8-11=-3626/60,9-10=-11/0,10-11=-52/11,11-12=-3502/55, 12-13=4196137,13-14=0/34 BOT CHORD 2-20=16U3889,19.20=18U3886,18-19=0/3279,18-25=013640,17-25=01%40,1617=OW9,15-16=013888,13-15=013891 WEBS 3 20=0U258,3-19=578146,4-19=4VAS,4-18=-92/910,6-18=-016/101,8-17=-017/101,11-17=-921911,11-16=-8/396,12-16=-680147,12-15=0/259,5-6=-105/21,8-10--105/21 NOTES 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05:85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber D01-=1.33 plate grip D0L=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chard live load nonconcunent with any other live loads. 5)THs truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will At between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 Inlemallonal Building Code section 2306.1 and referenced standard ANSt/TPI 1, 8)Design assumes 4x2(flat orientation)pudins at cc spacing Indicated,fastened to truss TC w/2-10d nails. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:14=68,4-7=-08,6-23=28,23-24--0i8,8-24=-28,9-11=-68,11-14=-68,2-13=-14 Concentrated Loads(lb) Van:25=-75(F) igif E (01817 � E 9 �� OF CA /% Jo ti SS Tn. Tr'a �1N P'v ROSETTA CANYON II/CENTEXIRANEE . E-3585 �T200E=F CAL HIP 1 1 Job Reference(optional) Universal Truss,Inc.,Fontana,CA 9233 { A ) 7.000 s May 29 2007 Tek IndusMes,Inc. W un 18 1 .39.59 20 88 Page 1 r1-7-4 7-8-11 I 15-11-11� 22-8-5 30-11.5 38-8 1-7-0 7-8-11 8-3-0 6-8-10 8-3-0 7-8-11 Scale=1:73,1 Camber=518 in 6x9= 2x4 II 2x4 II 4.00 12 5 9 6X9 Va 4 8 4x5 4X5 3 10 Y v in 2 11 �i 1 tM d _ o 5X8— 17 16 15 20 14 13 12 5x8 2x4 11 4X4= 6X8= 2x4 11 6X8= 4x4= 2x4 11 7-8-11 13-" 25-2-8 30-11-5 1 38-8-0 7-8-11 5-8-13 11-9-0 5-8-13 7-8-11 Plate Offsets MY):: 2:0.3-3 Ede 4:044 0-24 8:0-4 4 0-2-4 11:0-33 E e 14:0-4-0 0-3-4 15:0-4-0 034 LOADING(psf) SPACING 2-M CS1 DEFL in poc) Vdefl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.00 TC 0.91 Vert(LL) .0.44 14 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -1.00 14-15 >460 240 RCLL 0.0 Rep Stress Incr NO WB 0.78 Harz(T1-) 0.26 11 n/a rda BCDL 7.0 Code IBC2006/TPI2002 (Matrix) Weight:164lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2 X 4 DF No.18Btr*Except* 0.0-0 oc puriirs(2-9-1 max.):4-8. Except: B2 2 X 4 DF-N 240OF 2,0E 2-9-0 oc bracing:4-8 WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2 X 6 DF-N No.3 REACTIONS (Iblsize) 11=1800/0-3-8,2=192610-3-8 Max Horz 2=52(LC 3) Max Upliel 1=-45(LC 4),2--85(LC 3) FORCES (ib)-Maximum CornpressiWMaxi mum Tension TOP CHORE) 1-2=0134,2-3=4757/125,34=40871146,4-5=-6110,4-6=42141166,6-7=42141166,7.8=-42141166,8-9=-61/0,8-1 0=40 9411 5 2,10.11=4793/142 BOT CHORD 2-17=-9414422,16-17=-94/4422,15-16=-61/3841,15-20=-50/4214,14.20=-5014214,13-14=34/3847,12-13=-79/4459,11-12=79/4459 WEBS 3-17=0/256,3-16=-641/41,4-16=71364,4-15=-70/1031,6-15=49(/94,7-14=486/92,8-l4=76/1022,8-13=11/376,10-13=-875/53,10-12-01262 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05:85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable and zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcunont with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.0psf on the bottom cord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Cade section 2306.1 and referenced standard ANSI/TPI 1. 8)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w12-10d nails. 9)In the LOAD CASE($)section,loads applied to the face of the truss are noted as front(F)or back(8). f LOAD CASES) Standard Except: 1)Regular,Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pit) Vert:14=-68,4.5=-08,4-0=-28,6-7=4i8,7-8=-28.8-9=68,8-11=-68,2-15=14,14-15=-54,11-14=-14 Concentrated Loads(lb) Vert:20=75(F) • QQRO�ES hLU °C (018175 i E 9 ,� ' 4x(p ��' Job Truss Truss Type City Py ROSETTA CANYON IIICENTEX/RANEE 4 E-3585 T200F CAL HIP 1 1 Job Reference tonal nwersal Truss,J=,Forderva,CA 92M(GAR) Inc.VFed Jun 18 16:4822 2008 Pape 1 7-8-11 17-11-11 20-8-5 , 30-11-5 _, 38-8-0 7-8-11 10-3-0 2-8-10 10-3-0 7-8-11 Scale=1:70.5 Camber=9/16 in 4.00 F12 6x8= 5 7 9 10 fi1c8= 3 12 4-65x6 2 13 v v rn 1 14 n CAI Im d o 5x7 20 19 18 23 17 16 15 5x7 4x4= 5x8= 5x9= 44= 7-8-11 13-5-8 25-2-8 _ 30-11-5 38-8-0 7-8-11 5-8-13 11-9-0 5-8-13 7-8-11 Plate Offsets 1:033 a :0-3-13 0.2-7 12:03-13 0-2- 13:0-3-0 14:0-3-3 Ede 17:04-8 0-3-0 18114-0 03-4 LOADING(psfl SPACING 24)-0 CSI DEFL in (loc) Wait Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TIC 0.90 Vert(LL) -0,43 18 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Ven(R) -0.97 17-18 >475 240 BCLL 0.0 Rep Stress lncr NO W B 0.82 Horz(fL) 0.25 14 n/a n1a BCDL 7.0 Code IBC2006ITPI2002 (Matrix) Weight:169lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr*Except* TOP CHORD Structural wood sheathing directly applied,except T3 2 X 4 DF-N No.1/No.2 0-0-0 oc purlins(2-104 max.):3-12. Except: BOT CHORD 2 X 4 DF No.1&Btr'ExcepP 1 Row at midpt 3-6,8-12 62 2 X 4 DF-N 240OF 2.0E 2-10-0 oc bracing:6-8 WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 6 DF-N No.3 JOINTS 1 Brace at Jt(s):6.8 REACTIONS pb/size) 1-174810-3-8.14=1748/038 Max Horz 1=53(LC 4) Max 1JprA1=-6(LC 3),14=-0(LC 41 FORCES (Ib)-Maximum CompnrssionlMaximum Tension TOP CHORD 1-2=4637/24,23=-3929/30,3-5=-67129,5-7=310,34=-4046141,4.6=-0046/41,6-8=4046/41,8-11=4046/41,11-12=-0046/41,9-10=-3/0,10-12=-66/31,12-13=-3926130, 13-14=4633123 BOTCHORD 1-20=-20/4311,19-20=-2014311,18-19=0/3688,18-23=0/4046,17.23=0/4046,16-17=0/3686,15.16=014304,14-15=0/4307 WEBS 2-20=0/262,2-19=701/57,3-19=21f389,3.18=-89/861,4-18=333/87,11.17=433/87,12-17=99/976,12-16=-22/392,13-16=-708/58,13-15=0/263,5-6=118f29,8-10=-124129 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph:h=25ft;TCDL=8.4psf;BCDL 4.2psf;Category II:Exp B;enclosed;MWFRS gable end zone;end vertical loft and right exposed; Lumber D0L=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Al plates are 2x4 MT20 unless otherwise indicated. 6)This buss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-"wide will fit between the bottom chard and any other members. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert,1-3=-08,3-5=E8,5-7=-28,B-8=-68,9-10=-28,10-12=-68,12-14=-08,1-18=14,17-18=54,14-17=-14 Concentrated Loads(lb) Vert:23=-75(E) r C078975 ' iI .� 9 1 Of CA Job Truss Truss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T200FA CAL HIP 1 1 Job Reference o [ional Universal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:48:47 2008 Page 1 7-8-11 17-11-11 20-8-5 30-11-5 38-8-0 a0-31 7-8-11 10-3-0 2-8-10 10-3-0 7-8.11 1-7-0 Scale=1:71.3 Camber=9/16 in 4.00 12 6X8- 5 7 9 10 6x8 i 3 12 _ 4x5% 5 2 13 IT If �. CD ri co v fi v 14 15ir;, o � o 5x7= 21 20 19 24 18 17 16 5x8— 4x4= 5X8= 5x9— 4x4— 7-8-11 13-5-8 25-2-8 30-11-5 38-8-0 7-8-11 5-8-13 11-9.0 5-8-13 7-8-11 Plate Offsets MY):: 1-0-33 Ede 3:0-3-13 0.2- 12:0-3-13 0-2- 13:0-"0-3-0 14:0-3-3 Ede 18:0.4.8 0-3-0 19:0-4-0 0-3-4 LOADING(psf) SPACNG 24)-0 CSI DEFL in (loc) Udefl Lld ALATFS GRIP TOLL 20.O Plates Increase 1.00 TC 0.88 Vert(LL) -0.43 19 >999 360 MT20 197)144 TCDL 14.0 Lumber increase 115 8C 0.97 Vert(TL) -0.9718-19 >477 240 8CLL 0.0 Rep Stress Incr NO W B 0.81 HoaM) 0.25 14 via n/a BCDL 7.0 Code IBC2006lTPI2002 (Matroc) Weight:171 Ito LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr'6kcept' TOP CHORD Structural wood sheathing directly applied or 2-2-13 oc pudins,except T3 2 X 4 DF-N No.11No.2 0-0-0 oc pudins(2-105 max.):3-12. Except: BOT CHORD 2 X 4 DF No.1&Btr-Except' 1 Row at midpt 3fi,8-12 B2 2 X 4 DF-N 240OF 2.0E 2-10-0 oc bracing:6-8 WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2 X 6 DF-N No.3 JOINTS 1 Brace at Jt(s):6,8 REACTIONS (lb/size) 1=1745/0-3-8,14=1872103-8 Max Herz 1=-72(LC 4) Max Uplifll=7(LC 3),14=46(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=�28124,23=-3920/30,3-5=57/29,57=310,3A=-4034/41,45=-403414 1,6-8=-0034141,8-11=-4034/41,11-12=-4034/41,9-10=-310,10.12=-67/30,12-13=•3911124,13-14=-0589r7, 14-15=0/34 BOT CHORD 1-21--1214303,20-21=-1214303,19-20=013680,19-24=0/4034,18-24-0/4034,17-18=0/3673,16-17=0/4260,14-16=014262 WEBS 2-21=0/262,2-20=-701/57,3-20=-211389.3-19=-96/853,4-19=-330186,11-18=-433/87,12-18=-99/977,12-17=181381,1 3-1 7--67 5146,13-16=0/258,5-6=-119129,8-10=124128 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;B5mph;h=25ft;TCDL=8.4psf;BCDL�4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are 2x4 MT20 untess otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. _ 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSf1TPl 1. 9)Design assumes 4x2(flat orientation)purfins at oc spacing indicated,fastened to truss TC wl 2-1 Od nails. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(6). LOAD CASES) Standard Except: 1)Regular;Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:13=-68,35=fib,57=-28,6-8=fi8,9-10=-28,10-12=-68,12-15=-68,1-19=-14,18-19=-54,14-18=-14 Concentrated Loads(lb) Vert:24=-75(F) �eV,Of ES au rn Cal C0187 7 =O E 9 OF C Q�� Job Truss Truss Type City Ply ROSETTA CANYON I1/CENTEX/RANEE E-3585 T20OFT CAL HIP 1 1 Job Reference(optional) Universal Truss,Vnc., ontana,CA 92335(GAR 7. 0 s ay 29 2007 MiTek Irdusines,Inc. Wed Jun 18 16:40:03 2008 Page 1 1-7 7-8-11 17-11-11 20-8-5 30-11-5 38-8-0 1-7-0 7-8-11 10-3-0 2-8-10 10-3-0 7-8-11 Scale=1:73.1 Camber=9/16 in 6x8= 6 8 1011 6x8= 4.00 12 5X6% 4 13 5x6 3 14 W v n 2 i5 LO d 1 _ to 5x8= 21 20 19 24 18 17 16 5x8 4x4= 5X9= 5x9— 4x4= 13-5-8 25-2-8 30-11-5 38-8-0 7-8-11 5-8-13 11-9-0 5-8-13 7-8-11 Plate Offsets X Y: 20-3 3 Ed a 3:0-3-0 0-3-0 4:0 3-13 C 2- 13:03-13 0-2- 14:0-3-0 0-3-0 15:0-3-3 Ede 18:0-4-8 0-M 19:0-4-8 0-M LOADING(pat) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.43 19 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 Be 0.96 Vert(TL) -0,97 18-19 >473 240 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.25 15 n/a n/a BCDL 7.0 Code IBC20067TP12002 (Matrix) Weight,171 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr'ExcepY TOP CHORD Structural wood sheathing directly applied,except T2 2 X 4 DF-N No.1/No,2,T2 2 X 4 DF-N No.1/No.2 0-0-0 oc pudins(2-10-5 max.):4-13. Except BOT CHORD 2 X 4 DF No.1&Btr*Except* 1 Row at midpt 4-7,9-13 B2 2 X 4 DF-N 240OF 2.0E 2-10-0 oc bracing:7-9 WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 6 DF-N No.3 JOINTS 1 Brace at Jt(s):7,9 REACTIONS (Ib/size) 2=1872103-8,15=1745/03-8 Max Hoz2=72(LC 3) Max Upli82=46(LC 3),15=-7(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34,23"589f7,3-4=-3911124,4-0=-67/28,6-8=-310,4-5=4034141,5-7=-00 3414 1,7-9=-4034/41,9-12=4034/41,12-13=-4034/41,10-11=-3/0.11-13=-66131,13-14=-3917/30, 14-15=4625/23 BDT CHORD 2-21=-2142 62,20-21=4/4260,19-20=0/3673,19-24=014034,18.24=014 034,17-18=0/3678,16-17-0/4296,15-16=0/4299 WEBS 3-21=0/258,3-20=-663/45,4-20=18/379,4-1 9=-99186 5,5-19=335187,1 2-1 8-4 29186,1 3-1 8--961968,1 3-1 7=-2213 9 3,1 4-1 7=-7 0 8158,14-16=01263,6-7=-11828,9-11=-125/29 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h-25tk;TCDL=8.4psf;BCDL=4.2psf;Category 11;Etp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL-1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5)Alr plates are 2x4 MT20 unless otherwise indicated. 6)This truss requires plate inspection per The Tooth Count Method when this truss is chosen for quality assurance inspection. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-M wide will fit between the bottom chord and any other members. 8)This truss is designed in accordance with the 2006 International Building Code section 2306,1 and referenced standard ANSIITPI 1. 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-16d nails. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular:Lumber increase=125,Plate Increase=1.00 Uniform Loads(pit) Vert:14=68,4-6=-08,63=-28,7-9=-08,10-11=28,11-13=-68,13-15=68,2-19=-14,18-19=-54,15 18=-14 Concentrated Loads(b) Vert:24=75(F) Q�QF E Q w rry C01817 E ' 9 OF C +�� Job Truss Truss Type city Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T200H CAL HIP 1 1 .lob Reference o bona' Universal Truss,Inc.,Fontana,Ql 92335(GAR r.000 s May 29 20 i ek n ustries,Inc. wed Jun 18 16:40:05 2008 Page 1 7-8-11 19.4-0 30-11-5 38-8-0 7-8-11 11-7-5 11-7-5 7-8-11 Scale=1:67.5 5x6 T Camber=9/16 in 4 8x8 8x8 3 5 4.00 12 5x6 54 2 -. 2x4 I f 2x4 11 2x4 11CP 6 r 1 O Io 5x7' 13 12 11 19 10 9 8 5x7 2x4 II 4x4 5xB— 2x4 5x8= 4x4= 2x4 11 7-8-11 13-5-8 I 25-2-8 30-11-5 38-8-0 748-11 5-8-13 11-9-0 5-8-13 7-8.11 Plate Offsets Y: 1:0-3-3 a -3-0 0.3-0 6:0.3-0 0.3-0 0.3-3 E e 10:0-4-0 03-4 t 1:0-0-0 0-34 LOADING(psf) SPACING 2-M CSl DE FL in (loc) Vdef! Ud PLATES GRIP TCLL 20.0 Plates increase 1.00 TIC 0.79 Vert(L-) -0.41 11 >999 360 M120 197l144 TCDL 14.0 Lumber increase 1.25 Be 0.90 Vert(TL) -0.93 10-11 >496 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Hor4(TL) 0.25 7 n/a n/a BCDL 7.0 Code IBC2006/TPI2002 (Matrix) Weight:172Ile LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr*Except' TOP CHORD Structural wood sheathing directly applied❑r 2 2.0 a:puriins. T2 2 X 4 DF-N No.1/NoZ T2 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing" BOT CHORD 2 X 4 OF No.18Btr JOINTS 1 Brace at Jt(s):14,15,18 WEBS 2 X 3 SPF Stud'Except' WI 2 X 4 DF No.18Btr OTHERS 2 X 6 DF-N No.3 REACTIONS (lblsize) 1=174010-3.8,7=174010-3-8 Max Horz 1=57(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4810/4,23=-3897/9,3-4=-946165,4-5=-946165,5-6=389719.6.7=-4610/4 BOT CHORD 1-13=-2/4285,12-13=-314282,11-12=013658,1 1-1 9=013760,10.19--O/3760,9.1 0=0136 5 8,8-9=0/4282,7-8=0/4285 WEBS 3-14=2927/0,14-18=2927/0,15-18=2927/0,5-15=2927/0,2-13=0/264,2-12=721/58,3-12=21/388,3-11=-194/532,1 1-1 4=-4712 57,1 0-1 5=-4 71257,5.10=-194/532,5-9=-21/388, 6-9=-721/59,6.8=0/264,4-18=01172 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category It;Ecp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL-1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerlt with any other live bads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom chord and any other members. 6)This truss is designed in accordance with the 20061ntemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7)In the LOAD CASE(S)section,loads applied to the face of the buss are noted as front(F)or back(B). LOADCASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate tncrease=1.00 Uniform Loads(ptf) Vert:1-4=-68,4-7=58,1-11=-14,10-11=54,7-10=-14 Concentrated Loads(lb) Vert:19=-75(F) �tzf ES k-7 �1 (01817 " E 9 \�0F(A 0�� Job Tn.ss Truss Type aty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T200HT CAL HIP i 1 Job Reference optional Univarsa Hiss.Im,rn,tana,CA 92335(GAR) 7.000 s ay 29 2007 MiTek Industries,Inc. Wed Jun 18 16:40:07 2008 Page 1 -1-7-0, 7-8-11 19-4-0 30-11-5 38-8-0 1-7-0 7-8-11 11-7-5 11-7-5 7-8-11 Scale=1:70. 5x6= Camber=9116 in 5 gxg� 8x8 6 4.00 12 5x6 4 9 5x6 3 2x4 11 2x4 11 7 2x4 11 in 2 8 o 5x7 14 13 12 20 11 10 9 5x7 2x4 II 4A= 5x8= 2x4 11 5x8= 44= 2x4 11 7-8-11 13-5-8 25-2-8 30-11-5 38-M 7-8-11 5-8-13 11-9-0 5-8-13 7-8-11 Plate Offsets :0-33 a :0-3-0 03-0 :0-3-0 0-3-0 :0-3-3 Ed eI'll 1:04 -3.4 12:0-0-0 0-3-4 LOADING(psf) SPACING 2-0-0 CSI DF-FL in Poe) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.79 Vert(LL) -OAl 11 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(FL) -0.93 11-12 >498 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 025 8 rda rda BCDL 7.0 Code IBC2006/TPI2002 (Matrix) Weight:174lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr"Except• TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc pur ins. T2 2 X 4 DF-N No.11Jo2,T2 2 X 4 DF-N No.11No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. B01 CHORD 2 X 4 OF No.1&Btr JOINTS 1 Brace at Jqs):15.16,19 WEBS 2 X 3 SPF Stud-ExoW W1 2 X 4 DF No.1&Btr OTHFRS 2 X 6 DF-N No.3 REACTIONS (lb/size) 2=186410-3-8,8=173710-3-8 Max Herz2=76(LC 3) Max Uplift2=-40(LC 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,2-3=-4565/0,3-4=-3881/3,4-5=-944165,5b=-944164,6-7=388819,7-8=-160114 BOT CHORD 2-14=0/4240,1 3-1 4=014 237,12-13=0/3644,12-20=013749,11-20=0/3749,10-11=0/3649,9-10=0/4274,8-9=0/4277 WEBS 4-15=2917/0,15.19=-2917/0,16-19=2917/0,6-16=2917/0,3-14=01259,3-13=-687/46,4-1 3=-1 81378,4-12=-1901534,12-15=-4W54,11-16=-44/258,6-11=-1 971526,6-10=-21/389, 7-10=-721/W.7-9=0/264,5-19=0/172 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=251t;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads_ 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)'This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIf PI 1. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE($) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase-1.00 Uniform Loads(ptf) Vert:1-0=68,5-8=-68,2-12=-14,11-12=54,8-11=-14 Concentrated Loads(lb) Vert:20=-75(F) /r�gAF ES LAJ f � Q fi (0181 } � i E 9 J J ub Tn ss Truss Type Qty Ply ROSETIFA CANYON II/CENTEXIRANEE E-3585 T202AG GABLE 1 1 Job Reference(optional) Universal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed un 8 16:40: 0 2 08 age 1 -1-7-0 6-6-0 13-0-0 14-7-0 1-7-0 6-6-0 6-6-0 1-7-0 Scale=1:27.6 Camber=1116 in 4x4= 4.00 12 2x4 I 5 2x4 11 2x4 it 4 6 2x4 II 3 7 N u7 2 $ un Li 11 9 1� BEARING: BEARING 3X4= 1 14 13 12 11 10 1 3x4— 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 13-0-0 13-0-0 LOADING(psf) SPACING 2-M CS1 DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.06 8-10 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.14 B-10 >999 180 BCLL 0.0 Rep Stress Incr NO W 8 0.13 Horz(rL) 0.02 8 n/a n/a BCDL 7.0 Cade IBC2006ITP12002 (Matrix) Weight:46lb LUMBER BRACING I OP CHORD 2 X 4 DF-N No.1/No2 TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins. BOT CHORD 2 X4 DF-N No.1/No.2 BOT CHORD Rigid ceiling dimcfly applied or 9-5-0 cc bracing. CTHFRS 2 X 3 SPF Stud REACTIONS (lb/size) 2=644/3-8-0,8=644/3-8"0 Max Horz 2=51(LC 14) Max Uplift?=•208(LC 16),8=208(1-13 18) Max Gruv 2=814(LC 10).8=814(LC 9) FORCES (b)-Maximum Compression/Maxtmum Tension TOP CHORD 1-2=0/33,2-3=1538/485,3-4=-11561189,45=-1003/88,55=-10031B8,6-7=-1156/188,7-8--1 5 3814 85,8-9-0/33 BOT CHORD 2-15=-41911350,14-15=0/905,13-14=0f905,12-13=0/905,11-12=0/905,10-11=0/905,10-16=0/905,8-16=�9/1350 WEBS 5-1 2=01230.7-10=-97/37,6-11=0120,3-14=97/37,4-13=0120 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6)This truss is designed in accordance with the 2006 International Building Cade section 2306.1 and referenced standard ANSI/TPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Conned truss to resist drag loads along bottom chord from 0-0-0 to 3-8-0,94-0 to 13-0-0 for 136.4 plf. LOAD CASE(S) Standard QRp�E r u I'm cc (01817 E ' 9 .,r�q Of(A Q���Q Job Tn,ss Truss Type Cty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T202BG GABLE 1 1 Job Reference Non al Universal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 ek Industries,Inc. Wed Jun 18 16:40:12 2008 Page 1 _ -1-7-0 6-6-0 13-0-0 14-7-0 1-7-0 6-0-0 6-6-0 1-7-0 Scale=1:33.2 Camber=1/16 in 2x4 11 3x4= 2x4 1I 2x4 11 2x4 11 4.00 12 5 6 7 2x4 II 4 $ 2x4 I! 3LA 9 m u; rn 2 10 rn 1 11 I7 -; BEARING BEARING d 3x4 2017 16 15 14 13 1221 3x4 2x4 11 2x4 11 2x4 11 2x4 11 2x4 I I 20 11 13-0-0 13-0-0 Plate Offsets MY):: 6:G2-0 Ed e LOADING(psf) SPACING 2-0-0 CSI DER. in (loc) 1ldeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.06 10-12 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.14 10-12 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.08 Horz(TL) 0.02 10 n1a Na BCDL 7.0 Code IBC2006/TPI2002 (Matrix) Weight 48 lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-9 oc pudins. BOT CHORD 2 X 4 DF-N NoAlNo.2 BOT CHORD Rigid ceiling directly applied or 9-5-0 oc bracing. WEBS 2X3SPFStud OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2=644/3-8-0.10=64413-8-0 Max Horz 2=-31(LC 14) Max Upliff2=20B(LC 15),10=-208(LC 18) Max Grav2=814(LC 10),10=814(LC 9) FORCES Qb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33,2-3=-1538/485,3-0=-1156/1B9,4-5=-1014/88,5-0=-893130,6-7=-893/30,7-8=-1014187,8-9=-1156/188,9-10=-1538/485,10-11=0/33 B01 CHORD 2-20=-41911350,17-20--0/905,16-17=01905,15-16=0/905,14-15=0/905,13-14=0/905,12-13=0/905,1 2-21=0190 5,10-21=-449/1350 WEBS 7-14-0/138,9-12=-94138,8 13=911,3.17=-94138,4-16--911,5-1 5=011 38 NOTES 1)Unbalanced roof live loads have been considered far this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss is designed in accordance with the 2006 International Building Cade section 2306.1 and referenced standard ANSI/TPt 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-M to 3-8-0,94-0 to 13-M for 136.4 plf. LOAD CASE(S) Standard 4�pFE O "r_ C01817 E OF CA l3Q` I �Job Truss Truss Type City Ply ROSETTA CANYON II/CENTEX/RANEE 85 T203AG COMMON i 1Joh Reference o tionalrsal cuss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 i e Industries,Inc. Wed Jun 16 16:40:15 2006 Page -1-7-0 6-4-0 12-8-0 14-3-0� i r 1-7-0 6-4-0 6-4-0 1-7-0 Scale=1:27.8 4x4= Camber=1116 in 4.00 12 2x411 5 Zx411 2x411 4 6 2x411 3 7 �0 2 8 m 1 9 l BEARING GEARING 3x4= 14 13 12 11 10 1 3x4= 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 t 12-8-0 12-8-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1,00 TC 0.44 Vert(LL) -0.06 2-14 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.54 Ved(TL) -0.13 2-14 >999 18C BCLL 0.0 Rep Stress Ina NO WB 0.12 Horz(TL) 0.02 8 rUa n/a BCDL 7.0 Code IBC2006IFPI2002 (Matra) Weight:45Ib LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No2 TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 9.4-14 oc bracing. OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2=630/3-6-0,8=630/36-0 Max Herz 2=31(LC 14) Max Upfifl2=208(LC 1S),8=208(LC 18) Max Grav2=800(LC 10),8=800(LC 9) FORCES (lb)-Maximum Compresskxr/Maximun Tension TOP CHORD 1-2=1N33,2-3=1509/486,3.4=-1 1 1 911 81,45=-961177,5-6=-961177,6-7=1119/181,7-8=-1509/486,8-9=0/33 BOT CHORD 2-15=-42011320,14-15=0/877,13-14=01877,12-13=0/877,11-12=0/877,10-11=0/877,10-16=0/877,8-16=-450/1320 WEBS 5-12=0/214,7-10=-98/38,6-11=0/25,3-14=98/38,4-13=0/25 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Conned truss to resist drag loads along bottom chord from 0-M to 3-",9-2-0 to 12-M for 142.9 ptf. LOAD CASE(S) Standard �a Q r$rr � rr (01817 �t EIt Job Truss Truss Type Qty Ply ROSETTACANYON IIICENTEX/RANEE E-3585 T203BG COMMON 1 1 Job Reference o tional niversal Truss,Inc.,Fontana,CA 92335(GAR) s May 292007 Mi ek Industries,Inc. Wed Jun 18 16:40:18 2008 Page 1 -1 7-0 i 6-0-0 12-0-0 , 13-7-0 1-7-0 6-0-0 6-" 1-7-0 Scale=1:28. 4x4= 2x4 115 2x4 I I T 4.00 12 4 6 2x411 2x4 I I 3 7 n 2 6 rn 9 I �1U Ll Ua Q �� BEARING BEARING 3x4 15 14 13 12 11 10 10 3x4 2x4 I I 2x4 11 2x4 11 2X4 I I 2x4 f I 12-0-0 12-0-0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Well Vd PLATES GRIP TCLL 20.0 Plates Increase 1 AG TC 0.40 Vert(LL) -0.05 2-14 >999 380 MM 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.47 Verl(TL) -0.11 2-14 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.09 Hora(TL) 0.02 8 n/a n1a BCDL 7.0 Code IBC20061TP12002 (Matrix) Weight:43lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural woad sheathing directly applied or 4-11-D ac pufts. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 9�4-14 oc bracing. OTHERS 2 X 3 SPF Stud REACTIONS (Iblwze) 2=6 0 313-4-0,8=603/34-0 Max Horz 2=-30(LC 14) Max UpOeP=-208(LC 15).8=208(LC 18) Max Grav2=773(LC 10),8=773(LC 9) FORCES (lb)-Maximum Compression/MaArnum Tension TOP CHORD 1-2=0/33,2-3=14491488,3d=10411164,45=-072154,5-6=-872153,6-7--10411163,7-8--14491487,8-9--933 BOT CHORD 2-15=-42211259,14-15=-3/875,13-14=3/875,12-13=-31875,11-12=5 875,10-11=3/875.10-16-3/875,8-16=-450/1269 WEBS 5-12=01166,7-10=99/38.6-11--0150,3-14=-99138,4-13=-0150 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek*Standard Gable End Detail' 3)This truss requires plate inspection par the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcur ent with any other live loads. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 35-Q 9-2-0 to 1240.0 for 157.9 pff. LOAD CASE(S) Standard QRpEE5 F m`1 LU Ih � �° J E ��OF CA -/ .Ioh Trss Truss Type Oty Ply E-3585 T20 ROSETTA CANYON IU X/CENTERANEE ' Job Reference(optional) Universal russ, nc.,Fontana,CA 94AD GABLE 5 1 2335(GAR) 7.000 s May 29 2007 MiTek industries,loc. Wed Jun 18 16:40:20 2008 age 4X4= 2x4 I -1-7-0 4-0-0 5-0-0 1-7-0 4-0-0 3 1-0-0 14 le=1:11.5 4.00 F 12 W. u7 7 2 1 2x4= / 62x4 II 5-0-0 2x5 I 5-0-0 Plate Offsets X Y�: 4:Fd e 0-1-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ltd PLATES GRIP I CLL 20.0 Plates Increase 1.00 TC 0.59 Vert(LL) .0.01 2-6 >999 360 MT20 197/144 TCDL 14.0 Lumberincrease 1.25 BC 0.28 Vert(TL) -0.03 2-0 >999 240 BCLL 0.0 Rep Stresslncr NO WB 0.03 Horz(TL) 0.00 5 n/a n1a BCDL 15.0 Cade IBC2006/IP12002 (Matrix) Weight:18lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No2 TOP CHORD Structural wood sheathing directly applied or 5-M oc purlins, except end verticals, BOT CHORD 2 X 4 DF-N No.1/No.2 and 6-0-0 oc max:3-4. WEBS 2 X 4 SPF Std BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. OTHERS 2 X 3 SPF Stud JOINTS 1 Brace at Jt(s):4 REACTIONS (lb/size) 2=374/0-3-8,5=60al03-8 Max Horz 2=49(LC 4) Max Upl'dt2=-373(LC 11),5=-49(LC 12) Max Grav 2=697(LC 10),5-608(LC 1) FORCES (lb)-Maximum CompressiordWaximum Tension TOP CHORD 1-2=0/34,2-3=-1139/941,4-5=-46711 5,3A=-255/142 BOT CHORD 2-6=-91111029,5-6=1 041234 WEBS 3-0=-88/61 NOTES 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek'Standard Gable End Detail" 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live bads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 1-4-0 oc. 6)This truss is designed in accordance with the 2006 Intematinnal BLAd'mg Code section 2306.1 and referenced standard ANSI/TPI 1, 7)This truss has been designed for a total drag load of 1000 lb. Conned truss to resist drag loads along bottom chord from 0-0-0 to 5-0-0 for 200.0 ptf. 8)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC wl 2-10d nails. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or bad((5), LOADCASE(S) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pit) Vert:2-5=-30,1-3=-68,3-4=-08 Concentrated Loads(lb) Vert:4=-400(F) Q�dT E LU C r r (01817 E ' 9 OF CA p� Job Truss Truss Type City Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T204AG GABLE 5 1 Job Reference o Tonal Jn var-al'runs,ink_Fontana,CA 92335(GAR) 7.000 s May 29 2007 Mff6k Industries, c. Wed Jun 18 16:40:23 2006 Page 1 ax4= 2x4 11 -1-7-D 4-0-0 5-0-0 1-7-0 4-0-0 3 1-0-0 le=1:11.5 4.00 12 ko z Li FULL BEARING TRUSS 6 5 2x4— 5-0-0 2x4 11 2x4 I! 5-0-0 LOADING(psf) 'SPACING 2-0-0 CSI DEFL in (loc) Vdefl Vd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.33 Vert(LL) 0.00 1 nlr 180 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.01 1 n/r 80 BOLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 5 rda n/a BCDL 15.0 Code IBC2006frP12002 (Matrix) Weight:18lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 5-M oc purlins, except end verticals, BOT CHORD 2 X 4 DF-N No.1/No.2 and 6-M oc max:34. WEBS 2 X 4 SPF Std BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2 X 3 SPF Stud JOINTS 1 Brace at Jt(s):4 REACTIONS (lb/size) 2=32115-0-0,5=36915-0-0,6=296/5-0-0 Max Hors 2=49(LC 14) Max UpliR2=-379(LC 11).5=439(LC 2),6=-32(LC 12) Max Grav2=652(LC 10).5=369(LC 1),6=352(LC 9) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0133,2-3=1084/1010,4-5=-42915,34=-1621164 BOT CHORD 2{=8931895,5-6=-1581160 WEBS 3-6=-196f76 NOTES 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads, 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord beartng. 6)Gable studs spaced at 14-0 cc. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 8)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 5-0-0 for 200.0 ptf. 9)Design assumes 4x2(flat orientation)pudins at cc spacing indicated,fastened to truss TC w/2-10d nails. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOADCASE(S) Standard Except: 1)Regular Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:2-5=-30,1-3=-68,3-1=-68 Concentrated Loads(lb) Vert:4=400(F) QRp�ES O (01817 E 9 OF(, �� Job truss Truss Type City Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T204B GABLE 5 i Job Reference(optional Universal Truss,Inc.,Fontana,CA 92335(GAR) 7. 0 s may 7 iTe Industries,IOx4 Wed Jun 18 16:40:26 2008 Page 1 4 2x4 11 -1-7-0 4-0-0 5-0-0 1-7-0 4-0-0 3 1-0-0 e=1:11.5 4.00 F12 n' 2 i 2x4— 2x4 11 s 1-8-0 2X8 II 5-0-0 2X5 11 1-8-0 3-4-0 Plate Offsets X 2:0-0-12 1-7-12 :0-2-14 0-0-10 4: a 0-1-0 LOADING(psf) SPACING 2-" CSl DEFL in (loc) l/defl L/d PIATT S GRIP TCLL 20.0 Plates Increase 1.00 TC 0.70 Vert(LL) -0.01 2-0 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Verl(fL) -0.03 2-0 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.03 Horz(R) 0.00 5 nla n/a BCDL 15.0 Cade IBC2006/fPQ0W (Matrix) Weight 21 lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins, except end verticals, BOT CHORD 2 X 4 DF-N No.1/No.2 and 6-0-0 oc max:34. WEBS 2 X 4 Sill Std BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. OTHERS 2 X 3 SPF Stud JOINTS 1 Brace at Jt(s):4 WEDGE Left:2 X 6 DF-N No.1lNo.2 REACTIONS (lb/size) 5=608/038,2=37410-0-8 Max Harz 2=49(LC 4) Max Uplift5=49(LC 12),2=-373(LC 11) Max Gray5=608(LC 1),2=697(LC 10) FORCES (Ib)-Maximum CompressioniMaximum Tension TOP CHORD 1-2=0/34,2-3=-1 1 391941,4-5=-467/15,3.4=-2551142 BOT CHORD 2-0=-911/1029,5-6=-1041234 WEBS 3-0--88/61 NOTES 1) Truss designed for wind loads in the plane of she truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail' 2)Provide adequate drainage to prevent water pending. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconrxurent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 1-"oc. 6)This truss is designed in accordance with the 2006 Intemational Building Cade section 2306.1 and referenced standard Al 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 5-0-0 for 200.0 plf. 8)Design assumes 4x2(flat orientation)pudins aloe spacing indicated,fastened to truss TC w/2-10d nails. 9)In the LOAD CASE(S)section,loads applied to the face of the buss are noted as front(F)or back(B). LOAD CASES) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(i ll) Vert:2-5-30,1-3=-68,3-4=-68 Concentrated Loads(Ib) Vert:4=400(F) ��pFEs �O rj rM (01817 E - 9 OF C QR „ob `russ Truss Type aty Ply ROSETTA CANYON 11/CENTEX/RANEE E-3585 T204BG GABLE 5 1 Job Reference o enal Univema Truss,Inc.,Fontana.CA 92335(GAA) - 7.000 s May 29 2007 ek Indusines.Inc. Wed Jun 16 16:41:47 2008 Page 1 -1-7-0 5-0-0 2x4 II 1-7-0 5-0-0 4 2x4 11 tale=1:12.5 3 4.00 12 2 - 1 FULL (BEARING TRUSS 6 5 � 2x4= 5-0-0 2x4 11 2x4 (1 5-0-0 LOADING(psf) SPACING 2-” CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.29 Ved(LL) -0.01 1 n/r 180 I mo 1971144 TCDL 14'0 Lumber Increase 1.25 BC 0.21 Vert(fL) -0.01 1 Nr 80 8CLL 0.0 Rep Stress Incr NO W B 0.07 Horz(Q 0.00 5 rUa rda 13CDL 15.0 Code IBC20061TP12002 (Matra) Weight:18lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1 Mo.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF-N No.I N0.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4SPFStd OTHERS 2 X 3 SPF Stud REACTIONS (Ib/size) 2=300/5-0-0,5=28915-0-0,6=39615-0-0 Max Herz 2=62(LC 13) Max UpIM2=374(LC 11),5-105(1_C 10) MaxGrav2-627(LC 10),5=289(LC 1),6=396(LC 1) FORCES (b)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0133,2-3=1064/1008,3-4=-211/185,45=-335/59 BOT CHORD 2-6=-9W1903,5-6=-180/183 WEBS 3-6=252138 NOTES 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek-Standard Gable End Detail" 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1.4-0 oc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 7)This truss has been designed for a total drag load of 1000 ib. Conned truss to resist drag loads along bottom chord from 0-0-0 to 5-0-0 for 200.0 plf. 8)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pIf) Vert:2-5=-30,1-4=-68 Concentrated Loads(b) Vert:4=400 fl W n C01817 E - 9 Job Truss Truss Type Qty Ply �ROSETTA CANYON li/CENTEX/RANEE E-3585 T205A1 COMMON 1 1 Job Reference o tional Universal Truss,Inc.,Fontana, 92335(GAR) 7.000 s May 29 2007 Mire ndustnes,Inc. Wed Jun 18 :41:51 age 1 -1-7-0 , 5-9-1 10-7-0 15-4-15 21-2-0 1-7-0 5-9-1 4-9-15 4-9-15 5-9-1 Scale=1:41.2 5X9— Camber=114 in 3.50 Fi2 12 4 3x8 3x8 3x5 2x4 13 3 5 v 2 T & v d 1 IM d .10 9 8 7 113X7= 3X7= 3x4= 3X4= 3X4= 7-8-15 13-5-1 21-2-0 7-8-15 5-8-3 7-8-15 Plate Cffsets :0- 1 0-1-0 4:0-2-12 0-1-8 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1,00 TC 0.43 Vert(LL) -0.10 2-9 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1,25 BC '0.86 Vert(TL) -0.36 6-7 >691 240 BCLL 0.0 Rep Stress Ina NO WB 0.35 Horzn) 0.10 6 n1a rda BCDL 7.0 Code IBC20OWPI2002 (Matrix) Weight:77lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 3.2 5 or purtins BOT CHORD 2 X 4 DF-N No.11No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 2=1178/0-3-0,6=1114/0-3-8 Max Harz 2=86(LC 12) Max Uplift2=-87(LC 15),6=-45(LC 18) FORCES (lb)-Maximum Compress WMaximum Tension TOP CHORD 1-2=0129,2-3=28871134,3-12=-2561138,4-12=-246710,4-13=2623120,5-13=2708/45,5.6=-01651145 BOTCHORD 2-1 0=-2127 1 0,9-10=-16/2710,8-9=012102,7-6=012102,7-11=-UI2981,6.11=-128/2981 WEBS 3-9=-01BI75,4-9=014 8 9,4-7=0/625,5-7=-611/B2 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL-8.4psf;BCDL=4,2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This buss requires plate inspection per the Tooth Count Method when this buss is cftsen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIJTPI 1. 6)This tniss has been designed for a total drag bad of 300 lb. Conned truss to resist drag loads along bottom chord from 0-0-0 to 1-M,20-2-0 to 21-2-0 for 150.0 pB. 7)In the LOAD CASE(S)section,loads applied to the face of the buss are noted as front(F)or back(B). LOAD CASES)Standard Except; 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:2-0=-14,1-12=-08,4-12--188(F--120),4-13=-188(F=-120),6-13=�8 Q�pfES 0 w rn ,z C01817 E 9 OF EA Job 'Toss Iruss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T205A COMMON 1 1 - Job Reference(optional) Universal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 MiTak Industries,Inc. Wed Jun 18 16:41:49 2008 Pagel 1-7-0 5-9-1 10-7-0 15-4-15_ 21-2-0 1-7-0 5-9-1 4-9-15 4-9-15 5-9-1 Scale=1:39. 4x4= Camber=3/16 in 3.50 12 4 2x4-� 2x4 3 5 v 2 6 v 1 I� 0 0 10 9 8 7 11 3x5— 3x5= 3x4= 3x4= 3x4= 7.8-15 13-5-1 21-2-0 7-8-15 5-8-3 7-8-15 Plate Offsets MY): :0-2-5 0-0-2 6:0-25 0-0-2 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Ilden Ud PLATES GRIP TCL1. 20.0 Plates Increase 1.00 TC 0.37 Veri(LL) A.10 7-9 >999 - 360 M720 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0,30 6-7 >827 240 BCLL 0.0 Rap Stresslncr NO WB 0.28 Horz(TL) 0.07 6 n/a n1a BCDL 7.0 Cade IBC2006/TP12002 (Matrix) Weight;70lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins. BOT CHORD 2 X 4 DF-N No.11No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X3SPFStud REACTIONS (lb/size) 2=98110-35,6=851M-3-8 Max Harz 2=86(LC 12) Max Uplift2=86(LC 15),6=45(1-C 18) Max Grav2=1026(LC 10),6=895(LC 9) FORCES (b)-Maximum Comp assioruWaximum Tension TOP CHORD 1-2=0/29,2-3=23761129,3-0=1958133,45=-1983/48,"=-2412/148 BOT CHORD 2-10--0/2099,9-1 0=-1 412099,8-9=0/1478,7-8=011478,7-11=312132,6-11=-131f2173 WEBS 3-9=-419/76,4-9=0/478,4-7=0/511,5-7=-438/84 NOTES 1)Unbalanced root live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber 101--1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a total drag load of 300 lb. Connect truss to resist drag loads along bottom chord from 0-M to 1-M,20-2-0 to 21-2-0 for 150.0 ptr. LOAD CASE(S) Standard Q@RUf ES (01817 E - 9 OF( 0�` Job Truss Truss type City Ply ROSETTA CANYON iI/CENTEX/RANEE E-3585 T205AG GABLE 1 1 Job Reference o tional -Universal-Truss,Inc„Fontana,CA 92335(GAR) 7.000 s May 29 2007 MiTek I ustries,Inc. Wed Jun 18 16:41:55 2008 gal 1-7-0 10-7-0 21-2-0 1-7-0 10-7-0 10-7-0 Scale=1:49.6 2x4 11 3x4=2x4 11 3.50 12 2x4 11 2x4 11 2x4 !I 7 8 9 10 11 2X4 11 2x4 12x4 11 Zx4 16 12 1311 14 5 2x4 11 2x4 11 3 4 1 15 oo 0 (V v 2 16 v 1 )� OTRUSS O 32 29 28 27 26 25 24 23 22 21 20 19 18 17 33 3x4= 2x4 11 2x4 11 2x4 11 5x4= 2x4 11 2t4 11 2x4 11 2X4 112x4 11 3x4- 2x4 11 2x4 11 2x4 11 21-2-0 21-2-0 Plate Offsets X Y: 9:0-2-0 Ede 5:0-2-0 0-04 LOADING(psfj SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP ICLL 20.0 Plates Increase 1,00 TC 0.26 Vert(LL) -0.00 1 r1r 180 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.15 Vert(TL) 0.00 1-2 n/r 80 BCIl. 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) -0.01 31 nla n/a BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight:79lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1Mo.2 TOP CHORD Structural wood sheathing directly applied or"-0 oc pudins. BOT CHORD 2 X 4 DF-N No.i/No.2 BOT CHORD Rigid ceiling directly applied or 6-"oc bracing. WEBS 2 X 3 SPF Stud OTHERS 2 X 3 SPF Stud REACTIONS (Ib/size) 2=274/21-2-0,1 6=1 3 3121-2-0,23=5921-2-0,22=-2/21-2-0,1 7=3 55121-2-0,1 8=-1 7121-2-0,1 9-1 34121-2-0,20=108/21-2-0,21=90/21-2-0,2 9=29 2121-2-0,28=22/21-2-0, 27=12621-2-0,26=110121-2-0,24=9321-2-0,31-68/21-2-0 Max Hone 2=46(LC 11) Max Upf�12=19'1(LC 15),16=149(LC 18),22=-28(LC 10),17=-22(LC 13),18=17(1_C 9),19=-6(LC 18),20=5(LC 13),21=-9(LC 14),28--15(LC 12),27=-3(LC 12),26=-8(LC 15),24-5(LC 11),31=26(LC 13) Max Grav2=423(LC 10),16=283(LC 9),23=64(LC 9),22=31(LC 13),17=357(LC 28),19=135(LC 9).20=110(LC 28),21=97(LC 26),29=294(LC 25),28=22(LC 25),27=126(LC 9), 26=110(LC 27),24=95(LC 27),31=103(LC 10) FORCES (Ib)-Maximum Compression/Maximum Tension TO?CHORD 1-2=029,2-3=-621524,3-4=-352/347,4-5=-259/289,5-6=-206230,6-7=-141/173,7-8=-711110,8-9-24l70,9-10--28772,1 0-1 1=-7 511 1 5,1 1-1 2=-1 451169,12-13=-210223, 13-14=-263/277,14-15=360/335,1 5-1 6=56 2151 1 BOT CHORD 232=1/526,2932--1/29,28-29=-129,27-28=-1/29,26-27=-129,25-26=-129,24-25=-129,23-24=-129,22-23=-1/29,21-22=0128,20-21=0/28,19-20=028,18-19=0128,17-18=028. 17-33=028,16-33=4901528 WEBS 8-23=-542,2 2-31=-2 5138,10-31=-6511,15-17=-264/47,14.18--9/5,13-19=-104/19,12-20=94/19,11-21=-80/19,3-29=-234136,4-28=27/11,5-27--101/18,6-26=-93/19,7-24=-7B/15 NOTES 1)Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live toads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 14-0 oc. 7)Bearing at joint(s)31 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/rPI 1. 9)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1 0-0,20-2-0 to 21-2-0 for 500.1 plf. LOAD CASE(S) Standard Q%Of ES O w r*+ C01817 =� s�4 OF CA Job Truss Truss Type Qty Ply ROSETTA CANYON IUCENTEX/RANEE E-3585 T205B GABLE 5 1 Job Reference o Tonal Universal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 2 Industries,Inc. We j)l4nlj8 16:41:57 20D8 Page 1 4-0-0 2 1 5-0-0 3 4-0-0 1-0-0 3.50 F12 Scale=1:10.1 19 L9 1 N 1 _~- 3x7 11 BEARING 5 3x6 II �3r4— 5-0-0 4x4 5-0-0 Plate(Offsets Y: 1:0.7-0 0-1-2 1:0-2-4 2-0-8 :0-1-8 0-2-0 5:0.4-0 0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TIC 0.30 Vert(LL) -0.02 1-5 >999 360 MT20 197/144 TCOL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.07 1.5 >788 240 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.01 4 n/a n/a BCDL 15.0 Code IBC2006/TP12002 (Matrix) Weight:21 lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1RJo.2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc pudins, except end verticals, BOT CHORD 2 X 6 DF-N No-1/No-2 and 6-0-0 oc max:2-3. WEBS 2 X 3 SPF Stud"Except' BOT CHORD Rigid ceiling directly applied or 8-3-13 oc bracing. W3 2 X 4 DF-N No.1/No.2 JOINTS 1 Brace at Jt(s):3 WEDGE Left:2 X 4 SPF Sid REACTIONS (ibfsize) 1=1267/1-11-8,4=1667/0.3.8 Max Horn 1=33(LC 13) Marx Upliftl=-389(LC 11),4=469(LC 12) MaxGravl=1532(LC 10),4=1667(LC 1) FORCES (b)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2035/898,3-4=-02915,2-3=-160/162 BOTCHORD 1-5=-8 7411 9 2 1,4-5=-206/1143 WEBS 2-4=-1778/272,2-5=199/1586 NOTES 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 1-0-0 oc. 6)This truss is designed in accordance with The 20D6 International Building Code section 2306.1 and referenced standard ANS)/TPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-M to 5-0-0 for 200.0 pH, 8)Girder carries tie-in spen(s):21-2-0 from 0-M to 5-M 9)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOADCASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-492(F=-462),1-2=-68,2-3=-68 Concentrated Loads(lb) Vert:3=-400(F) Qt FIFES 1t' r (01817 E " 9 OF( �4 �E-3585 Truss Truss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE T205C GABLE 5 1Job Reference o tional ersal Truss, nc., ontana,CA 92335(G TWO s May 29 2007 MTek Industries,Inc. Wed Jun 18 16:41:58 2008 Page 1 4x4= 2x4 -1-7-0 4-0-0 5-0-0 11 1-7-0 4-0-0 3 1-M 4 Scale=1:11.5 3.50 12 v, v 2 �r 2x4 2x4 II 6 2x8 11 2x5 11 1 8-0 5-0-0 141-0 3-4-0 Plate Offsets X Y: 2:0-0-12 1-10 11 a}3-90.0-10 4:Ed 0-t-0 LOADING(psl) SPACING 2-M CSI DEFL in (loc) Vdet1 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.01 2-0 >999 360 MIT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) .0.03 2-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 5 nla n1a BCDL 15.0 Code IBC20061TPI2002 (Matrix) Weight:21 lb LUMBER BRACING TOP CHORD 2 X 4 OF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purfins, except end verticals, BOT CHORD 2 X 4 DF-N NuAlNo.2 and 6-"oc max:3-4. WEBS 2 X 4 SPF Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 3 SPF Stud JOINTS 1 Brace at Jt(s):4 WEDGE Left:2 X 6 DF-N NoXNo.2 REACTIONS (lb/size) 5=608/0-3-8,2=37410-3-8 Max Horz 2=42(LC 4) Max Uplift5=-42(LC 12),2=333(LC 11) Max Grav 5=608(LC 1),2=657(LC 10) FORCES (Ib)-Maximum Cornpression/Maxtmrm Tension TOP CHORD 1-2=0/29,2-3=1134/925,4-5=467/12,3-4=-2511135 BOT CHORD 2-0=-904/1043,5-6=-97/248 WEBS 3-6=-0415a N07ES 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail' 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live bads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assuranoo inspection. 5)Gable studs spaced at 1-4-0 oc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0.0-0 to 5-0-0 for 200.0 pit. 8)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Urflorm Loads(pif) Vert:2-5=-30,1-3=-68,34=$ Concentrated Loads(lb) Vert:4=400(F) 44Rpf E5 ' 1 LU r+ti °c C01817 >� E _ 9 'rq of t Job Truss Truss Type aty Ply ROSETTA CANYON IIICENTEXIRANEE E-3585 T205CG GABLE 5 1 Job Reference(optional) Universal Truss,Inc.,Fon}ana,CA 92335(GqR) 7.000 s May 29 2007 MTek Industries,Inc. Wed Jun 1:59200B Page 1 2x4 11 -1-7-0 5-0-0 1-7-0 5-0-0 2x4 II 1:11.5 3 3.50 12 2 FULL BEARING TRUSS 6 5 1 2x4 5-0-0 21(4 II 2x411 5-0-0 LOADIINf'(psf) SPACING 2-M CSI DEFL in (ioc) Udefl Ltd PLATES GRIP TOLL 20.0 Plates Increase '00 TC 0.29 Vert(LL) -0.01 1 n/r 180 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.01 1 nlr 80 BCLL 0.0 Rep Stress Ina NO WB 0.07 Horz(TL) 0.00 5 n/a n/a BCOL 15.0 Code IBC2006JTP12002 (Matrix) Weight:18lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF-N No.1Mo.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc tracing. WEBS 2 X 4 SPF Std OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2=299/5-0-0,5=290/5-0-0,6=39615-0-0 Max Horz 2=53(LC 13) Max Uplrft2=334(1_C 11),5=105(LC 10) Max Gran 2=986(LC 10).5-290(LC 1).6-396(LC 1) FORCES (lb)-Maximum Compmssion/Maximum Tension TOP CHORD 1-2=0129,2-3--10481998,3-4=-2061182,45=3 36160 BOT CHORD 2-6=-899/901,5-0=-1791181 WEBS 35=-252136 NOTES 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 2)This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. . 5)Gable studs spaced at 1-0-0 oc. 6)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSIITPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0.0 to 5-0-0 for 200.0 ptf. 8)In the LOAD CASE(S)section,bads applied to the face of the truss are noted as front(F)or back(8). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:2.5---30,14=68 Concentrated Loads(lb) Vert:4=-400(F) QgFES w rm (01817' E " 9 19t OF E 0� Job Truss Tniss-yam aty PIy ROSETTA CANYON II/CENTEX/RANEE E-3585 T300A COMMON 4 1 Job Reference(optional) Universal Truss,Inc.,Fontana,CA 9233 7.000 s ay 29 2007 MiTek Industnes,Inc Wed Jun 18 16:42: 0 2008 Page 1 -1-7-0, 7-3-8 14-7-0 21-10-8 29-2-0 30-9-0 1-7-0 7-3-8 7-3-8 7-3-8 7-3-8 1-7-0 Scale=1:54.9 4X5 11 Camber=7/16 in 4 4.00 12 2x4\\ 2X4 3 5 ro 2 6 ,n cI1 7 Irb 0 0 3x7— 10 9 8 3x7= 3X4= 3x5— 3X4- 93-9 19_10-7 29-2-0 9-3-9 10-&13 9-3-9 Plats Offsets 4:0-3 0 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TICum0.61 Vert(LL) -0.24 8-10 >999 360 M 197/144 TCDL 14.0 Lumber Increase 1.25 SC 0.93 ven(TL) -0.66 8-10 >524 240 BCLL 0.0 Rep Stress incr NO WB 0.45 Hoa(TL) 0.12 6 n1a n/a BCDL 7.0 Code IBC2006frP12002 (Matrix) Weight:101 lb LUMBER BRACING TOP CHORD 2 X4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc pudins. BOi CHORD 2 X4 DF-N No.1/No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing. WEBS 2X3SPFStud REACTIONS (Ib/size) 2=13p5/0-3$,6=1305M-M Max Hone 2--55(LC 4) Max UpliR2=-00(LC 5),6=r10(LC 6) FORCES (lb)-Maximum CompressiorVMaximum Tension TOP CHORD 1-2=0/34,2-3=-289317,3-4=254917,4-5=•254977,5-0=-2892r1,6-7=0/34 BOT CHORD 2-10=02668,9-1 0=011 7 76,8-9=011776,6-6=0/2668 WEBS 3-10--5201103,4-10-01804,4-8-0/804,5$=20/104 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-0S;85mph;h=25R;TCDL=8.4psf,BCDL=4.2psf;Category Il;Exp B;enclosed;MWFRS gable end zone;end vortical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/fPI 1. LOAD CASE(S) Standard QR4US � 4 � w rT (018175 �Q E - 9 - _CA a� Job Truss Truss Type Qty Ply ROSETTACANYON IIICENTEkRANEE E-3585 T300AG GABLE 4 1 Job Reference o tional nnmrss Truss,Inc.,Fontana,CA 92335( ) 7.000 5 May 29 2 7 i I ek Industres,Inc. Wed un 18 1 :42:05 2008 Page 1 i-1-7-0r 14-7-0 29-2-0 1-7-0 14-7-0 14-7-0 1-7-0 2x4 11 2x4 11 Scale=1:67.5 4x4= 4.00 F12 2x4 11 10 2x411 2x4 114/ 2x4 18 1 122x4 11 3x4 9 Zx4 I 7 13 2X4 I _2_ o0 14 2x4 II 2x414 5 8 _2- rdV 15 162x4II 3 17 7 In 1 2 18 19106 oFULL49SAMCP TRU $ 3x4 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3X4 2x4 11 2x4 11 3x4= 2x4 11 3x4= 3x4= 2x4 11 2x4 11 2x4 I 2x4 II 2x4 II 2x4 II 2x4 11 2x4 II ZA 11 2x4 11 29-2-0 29-2-0 LOADING(psi SPACING 2-" CSI DEFL in (i0c) Vdd Ud PIATES GRIP ICLL 20.0 Plates Increase 1.W TC 0.23 Verl(LL) -0.01 19 n/r 180 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0,11 Vert(TL) -0.01 19 rdr 80 BCII 0.0 Rep Stresslncr NO WB 0.14 Ho7M) -0.00 47 n1a n/a BCDL 70 Code IBC2006/TPI2002 (Matrix) Weight 132lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOi CHORD 2 X4 DF-N No.11N0.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2 X 3 SPF Stud 10-M oc bracing:3233,24-25. OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2=28129-2-0,29=121/29-2-0,20=29129-2-0,18=281/29-2-0,21=27/29-2-0,22=101129-2-0,23=137/29-2-0,25=199/29-2-0,26=79129-2-0,27=-12f29-2-0,37=291129-2-0, 36=2729-2-0,35=10129-2-0,34=13629-2-0,32=199129-2-0,31=8429-2-0,30=10829-2-0,33=1929-2-0,24=19/29-2-0,47=12429-2.0 Max Horz 2=-55(LC 13) Max Uplffa=-156(LC 15),18=-164(LC 18),21=-24(LC 13),22=15(LC 18),23=-189(LC 18),25=196(LC 13),26=-0(LC 13),27=31(LC 28),36=23(LC 16),35=-15(LC 11),34=-193(LC 11), 32=-192(LC 16),31=9(LC 16),30=-2(LC 11),47=-37(LC 13) Max Grav 2=397(LC 27�29=123(LC 9),20=291(LC 10),18=398(LC 26),21=34(LC 10),22=119(LC 26),23=337(LC 26),25=352(LC 10),26=81(LC 28),27=34(LC 13),37=291(LC 9), 36=34(LC 9),35=119(LC 27),34=335(LC 27),32=352(LC 9),31=89(LC 25),30=109(LC 27),33=46(LC 2),24=46(LC 2),47-148(LC 28) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1.2=W33,2-3=-427/372,3-4=268252,4-rj--191210,5.6=-1 5211 7 5,BJ=-258277,7-0=-1541208,8-9=98/164,9-10=-59/131,10.11=-59/125,11-12=-100/163,12-13=157200, 13-14=-260262,1 4-1 5=1 5311 6 3,15-16=-192J191,16-17=-269234,17-18=428/347,18-19=0/33 BOT CHORD 2-37=3351395,.36-37=198/258,35-36=148208,34-35=1061167,3334=-01/121,32-33--19/79,31-32=144202,30.31=98/157,29-30=-58/117,28-29=-16/74,27-28=-591118, 26-27=-96/157,25-26=-142J203,24-25=-18/69,23-24=-0011 1 1,22-23=106/157,2 1-22=-1 4 711 98,20-21=-197248,18-20=334/371 WEBS 10-29=-IMM,17-20=-231/37,16-21=3820,15.22--94/30,14-23=-3191199,13-25=160/37,12-28=-64/17,2747=-23149,11,47=•99/14,3-37=-231137,4-36=38/20,5-35=-94/30, 5-34=3181203,7-32=-159/38,8-31=7120,9-30=91/13,632=267255,14.25=-265260 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek'Standard Gable End Detail" 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1 A-0 or. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 7)Hearing at joint(s)47 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a total drag load of 1000lb. Conned truss to resist drag loads along bottom chord from 0-0-0 to 29-2-0 for 34.3 ptf. LOAD CASE(S) Standard flFf ES w rr-n C018175 Ex 9 /'1 0"' Job Tm s Ir.,ss type city ply ROSETTACANYON IIICENTEXIRANEE E-3585 I T300B COMMON 1 Job Reference o tlonal niversai Truss,Inc.,Fontana,CA 92335(GAR) 7.00 s ay 29 2 07 i ek ndustnes,Inc. Wed Jun 18 16:42:09 2008 Page 1 5-0-8 10-2-0 14-7-0 19-0-0 24-1-8 29-2-0 i 5-0-8 5-1-7 4-5-0 4-5-0 5-1-7 5-0-8 5x5 v Scale=1:54.4 Camber=9116'rn 4.00 F12 4 4x5% 4x5 3 5 3X4:5: 3x4 2 6 u0 1 7 � r ]c; 0 6 13 12 11 10 9 8 14 5x7= 2x5 11 7x10 MT16= 6x8= 5x5= 2X5 11 5x7= 4x7= 4x7= 5-0-8 10-2-0 14-7-0 19-M 24-1-8 29-2-0 r � 5-0-8 5-1-7 4-5-0 4-5-0 5-1-7 5-0-8 Plate Offsets()(,Y): [1-.0.3.3,Edge],(1:1-",03-0],[2:0-1-8,0-1-8],[3:0-1-12,0-2-0],[4:0-2-8,0-2-4],[5:0-1-12,0-2-0],[6:0-1-8,0-1-8],[7:0-33,Edge],[7:1-0-0,030],[8:0-2-12,0-1-01,[9:0-2-0,0-2-121, 11:0-0-8 0.5-0 12:0-2-12 0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/clef! Lid PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0,87 Ved(LL) -0.34 9-10 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 125 BC 0.98 Ved(fL) -0.87 9-10 >396 240 MT16 1161127 BCLL 0.0 Rep Stress Incr NO W B 0.84 Horz 11) 0.21 7 n1a n1a BCDL 7.0 Code ISC2006ITP12002 (Matrix) Weight:428lb LUMBER BRACING TOP CHORD 2 X 4 DF No.188tr TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc puriins. BOT CHORD 2 X 6 DF SS BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 SPF Slid•EXCWt- W1 2 X 4 0E-N No.1M0.2 REACTIONS (bfsize) 1=958210-3-1 0(input: 03-8),7-9582/0-3-10(input: 0-3-8) Max Horz 1=518(LC 13) Max UpIMI=-816(LC 15),7=-816(LC 18) Max Grav 1=10158(LC 10),7=10158(LC 9) FORCES (cb)-Maximum Compression/Maximum Tension TOP CHORD 1.2=-268182403,2-3=21330/1686,3-0=-160091933,4-5=-16009/933,5-6=-21 33011 68 6,6-7=-268072393 BOT CHORD 1-13=-977/24135,12-13=-863J24021,11-12=-863/24021,1 0-1 1=-080/1 9364,9-10=-039119363,8-9=766123964,8-14=-766123964,7-14=-1856/24601 WEBS 2-12=-5412722,2-11=-0900/193,3-11=9714556,3-10--5657/191,4-10=-21419398,5-10=5657/191,5-9=-98/4557,6-9=-1911/205,6-8=59/2728 NOTES 1)3-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords onnneded as follows:2 X 4-1 row at 0-9-0 oc, Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 row at 0-"oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section-Ply to ply oonnedions have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;h-251t;TCDL=8.4pst;13CDL=4.2psf;Category 11;Ecp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8)WARNING:Required bearing size atjoint(s)1,7 greater than input bearing size. 9)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSIIfPi 1. 10)This truss has been designed for a total drag bad of 3500 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,28-2-0 to 29-2-0 for 1760.0 plf. 11)Girder carries fie-in span(s):30-M from 0-M to 29-2-0 LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pff) Vert:1-4=-68,4-7=-68,1-7=-596(F=582) Q�a�Es rn (01817 E . 9 Job T runs Truss Tyne Illy Ply ROSETTA CANYON IUCENTEX/RANEE E-3585 T300B- COMMON 1 Job Reference o ionel ' nversat rues,ink.,Fontana, (GAR) 7.000 s May 29 2007 Mi ek In uslr es,Inc. Wed Jun 18 16:42:11 2008 Page 1 5-0-8 _ 10-2-0 _14-7-0 _z_ 19-0-0 24-1-8 29-2-0 5-0-8 5-1-7 4-5-0 4-5-0 5-1-7 5-0-8 5x5= Scale=1:54. Camber=9116 in 4.00 12 4 4x5 4x5 3 5 3x4% 3x4 2 6 Ln 1 7 u7 �— Ll ]M o 13 12 11 10 9 8 14 5x7= 2x5 11 5x5= 6x8= 7x10 MT16= 2X5 11 5x7= 4X7= 4x7= 5-0-8 10-2-0 14-7-0 19-0-0 _ , 24-1-8 1 29-2-0 5-0-8 5-1-7 4-5-0 4-5-0 5-1-7 5-0-8 Plate Offsets(X,Y): [1:0-33,Edge],[1:1-",03-01,[2:0-1-8,0-1$),[3:0-1-12,0-2-0],[4:0-2-8,0-2-41,[5:0-1-12,0-2-0],[6:0-1-8,0-1$],[7:0-3-3,Edgel,(7:1-","-01,[8:0-2-12,0-1-0],[9:04-8,0-5-0],[11:0-2-0 0-2-12 t2:0-2-12 0-1-0 LOADING(psf) SPACING 24)-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.34 9-10 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.98 VedM) -0.87 9-10 >396 240 IMT16 116/127 BCLL 0.0 Rep Stress Incr NO W B 0.84 Horz(TL) 0.21 7 n/a nla BCDL 7.0 Code IBC20061TPI2002 (Matrix) Weight:428 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.18Btr TOP CHORD Structural wood sheathing directly applied or 3�"oc puriins. BOT CHORD 2 X 6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Sid*Except W1 2 X 4 DF-N No.1/No.2 REACTIONS (Ib/size) 1=9582/0-3-10(input: 0-3.8),7=9582/0-3-10(input: 03 8) Max Horz 1=518(LC 13) Max UpIiR1=-816(LC 15),7=-816(LC 18) Max Grav 1=10158(LC 10),7=10158(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=2681812403,2-3--21330/1686,3-0=-16009/933,45=-1 60 09193 3,5E=-2 1 3 3011 6 86,6-7=-26 80712 393 BOT CHORD 1-13=-977/24135,12-13=-M)24021,11-12=-863t24021,10.11=-W/19364,9-10=-639119363,8-9=-766123964,8-14=-766123964,7-14=-185624601 WEBS 2-12=-5412722,2-11=4900/193,3-11=97/4556,3-10=5657/191,4-10=214/9398,5-10=5657/191,5-9=-98/4557,6-9=49111205,"5= 9/2728 NOTES 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 row at 0-941 oc. 2)All loads are considered equally applied to all plies,exoept if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;h=25ft TCDL=8.4psf,BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL-1.33 plate grip DOL=1.06. 5)Al plates are MT20 plates unless otherwise indicated, 6)This truss requires plate inspection per the Tooth Count Method when this tress is chosen for quality assurance inspection. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconanent with any other live loads. 8)WARNING:Required bearing size atjoinl(s)1,7 greater than input bearing size. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)This truss has been designed for a total drag load of 3500 lb, Cornect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,28-2-0 to 29-2-0 for 1760.0 pH. 11)Girder caries tie-in span(s):30-8-0 from 0-0-0 to 29-2-0 LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Inc ease=1.00 Uniform Loads(plf) Vert:1-4=5B,4-7=F8,1-7=-596(F=582) Q%Iof E Q ce.r r M C01817 E At CA 04 Job truss Tn-s Typo �7zi ROSETTA CANYON II/CENTEX/RANEE E-3585 T301A CAI.. HIP Job Reference o tionalUniversal Truss,Inc.,Fontana, 2 5( AR) s May 29 2007 MiTek IndusUies,Inc. Wed Jun 18 16:42:13 2008 Page 1 11-7-01 7-11-11 22-8-5 30-8-0 _,32-3-0, 1-7-0 7-11-11 14-B-10 7-11-11 1-7-0 Scale=1:59.7 Camber=5/8 in 4.00 F12 6x8 3x4= 2x4 11 6X6 2x4 4 5 16 6 7 2x4 i 3 8 q 9 N 1 2 1DI� r� 3X9 1517 14 1318 12 1911 3x9— 3X4= 3x12.5 MT16= 3x8= 3X4= 3x4= 30-8-0 , 30-8-0 Plate Offsets Y: 4:0-3-12 0-2-0 :0-3-12 0-2-0 12:0-2s10-1-0 14:0-1-8 0-1 LOADING(psl) SPACING 2-0-0 CS1 DEFL In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.84 Vert(LL) -0.38 12-14 >958• 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0,75 VWM) -0,9812-14 >372 240 MT16 1521158 BOLL 0.0 Rap Struss Incr NO WB 0.70 Horz(TL) 0.19 9 n/a n/a BCDL 7.0 Code IBC2006[TP12002 (Matrix) Weight:229lb LUMBER BRACING TOP CHORD 2 X4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 43-9 cc purlins,except BOT CHORD 2 X 4 DF No.18Btr 0-M cc pudins(3-7-13 max.):4.7. Except: WEBS 2 X 3 SPF Stud 3-8-0 cc bracing:4.7 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (Ib/size) 2=3 0 1 310-3.8,9=3013/0-3-8 Max Horn 2=33(LC 3) Max Upli112=157(LC 3),9=157(LC 4) FORCES (Ib)-Maximum CompressbNMaximum Tension TOP CHORD 1-2=0134,2-3=78801439,3-0=-8177/481,4-5=-10084/601,516=10074/599,6-1 6-1 00 74/599,&7=10074/599,7-0=a179/482,8-9=7880/439,9-10�0/34 BOT CHORD 2-15=388(7377,15.17=.428/7877,14-17=-02817877,13-14=-548110084,13-18=-548110084,12-18=548/100r14,12-19=-396R879,11-19=396(7879,9-11=-35617377 WEBS 3-15=741734,4-15=1111378,4-14=-16612519,5-14=902f170,5-12=-92170,6-12=3661162,7.12--164/2506,7-11=•109/379,8-11=-751736 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3)nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 cc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 X 3-1 row at 0-9-0 oc. 2)Al bads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribulo only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05T 85mph;h=251t;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed, Lumber D0L=1.33 plate gnp D0L=1 06. 5)Provide adequate drainage to prevent water ponding. 6)Al plates are MT20 plates unless otherwise indicated. 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 9)This truss is designed in accordance with the 2006 Imemaflonal Building Code section 2306.1 and referenced standard ANSVTPJ 1. 10)Girder carries hip end with B-0-0 end setback. 11)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Ur'dorm Loads(pff) Vert:1-4--68,4-7=165,7-10=-68,2 9=34(F=-20) Concentrated Loads(lb) Vert:4=-589 7=589 Q�V E. E - - 9 ��OF CA` jQ, --j Job Titus Truss Type QN ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T301 B CAS_.HIP 1 1 Job Reference optional) Universal Truss,Inc.,Fontana,CA 92335(GAR) 7000 s May 29 2007 MTek Industries,Inc. Wed Jun 18 16:50:DD 2008 Page 1 1-1-7-0� 9-11-11 15-4-0 20-8-5_ _ 30-8-0 132-3-01 1-7-0 9-11-11 5-4-5 5-4-5 9 11 11 1-7-0 Scale=1:59.7 Camber=7/16 in 6x8 4.00 F12 2x4 II 6x8 2x4\ 413 5 614 C.C,,,2x4 3 7 Cr rn 2 8 u, r�1 9 Im. 0 6 4x7 12 11 10 4x7= 3x4= 5x8= 3X4 15 4-0 30-8-0 15-4-0 15-4-0 Plate Offsets :0-2- 0-0-2 4:0+0 Q-2-4 6:0-4-0 0-2-4 8:0-2-2 0-0-2 11:0-4-0 0-3-0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/dell Ltd PLATES GRIP TCLL 20.0 Plates Increase 100 TC 100 Vert(LL) -0.31 11 >999 360 Fd'M 1971144 TCDL 140 Lumber Increase 1.25 BC 0,69 Vert(TL) -0.74 11 >495 240 BCLL O.0 Rep Stress Ina NO WB 0.49 Haz(TL) QA8 8 n/a n1a BCDL 7.0 Code IBC20061TPI2002 (Matrix) Weight:113lb LUMBER BRACING TOP CHORD 2 X 4 DF-N N0. /No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins,except BOT CHORD 2 X 4 DF No.1&Btr 0-0-0 oc purtins(2-5-12 max.):4-6, Except: WFBS 2 X 3 SPF Stud 2-"oc bracing:4-6 BOT CHORD Rigid ceiling directly applied or 10-0-0 Dc bracing. REACTIONS (lb/size) 2=1690/0-3-8,8=1690/0-3-8 Max Herz 2=-39(LC 4) Max UpliR2=127(LC 3),8-127(LC 4) FORCES (lb)-Maximum CompressiordMaximum Tension TOP CHORD 1-2=0/34,2-3=-4080/268,3-4=3884/262,4-13=-43561314,5-13=A356/314,5-14-A3561314,6-14=-4356/314,6-7=-38841262,7-8=-40 8012 68,8-9=0/34 BOT CHORD 2-12=-230/3794,11-12=-197/3694,10-11=-15WM94,8-10=-192/3794 WEBS 3-12=12Q/135,4-12=013l 1,4-11=1131878,5-1 1=-66 211 1 5,6-11=-1131878,6-10=013l 1,7-10=-1201135 NOTES 1)Unbalanced roof live bads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25R;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water pending. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss is designed in accordance with the 2006 Intemational Building Code Section 2306.1 and referenced standard ANSIITPI 1. 7)Design assumes 4x2(flat odentafion)purlins at oC spacing indicated,fastened to truss TC w/2-1 Od nails. LOADCASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate lncrease=1.00 Uniform Loads(plf) Vert:1-4=-68,4-13=-68,6-14=-6a,6-9=$S,2-8=-14 Concentrated Loads(lb) Vert:13=173 14=-173 Trapezoidal Loads(ptf) Vert:13=-Wto-5�-125,5=-125-to-14=-08 E k.V Q~ 1 w r*+ (01817 E . - 9 vr>9 1» • ��tr 4F( p� Job Truss Truss Type City Ply ROSETTA CANYON IUCENTEX/RANEE E-3585 T301C CAL.HIP 1 1 Job Reference(optional) Truss, onfanA s May 2007 MiTek ino5stries,Inc.Wed Jun 18 1 :42:15 2008 Page 1 ,-1-7-0, 11-11-11 15-4-0 , 18-8-5 i 30-8-0 ,2- 1-7-0 11-11-11 3-4-5 3-4-5 11-11-11 1-7-0 Scale=1:59.7 Camber=318 in 4.00 12 5 2x4 11 8 5x8- 4 5 fi 7 2 2x4 x4 3 9 10 1 2 111d d d 4x6— 14 13 12 46= 3x4= 5x8= 3x4 15-4-0 30-8-0 15-4-0 15-4-0 Plate Offsets x :0-2-6 0-0 :04-0 0-1 :04-0 0-1 10:0-2-6 0-0-2 13:0a-0 03-0 LOADING(psi) SPACING 2-" CSI DEFT in (loc) I/deN Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TO 0.72 Vert(LL) -0.21 13 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.60 VertCrL) -0.59 13 >617 240 BCLL 0.0 Rep Stress Ina YES W B 0.37 Ho z(FL) 0.15 10 nla nla BCDL 7.0 Code IBC2006TPI2002 (Matra) Weight:119lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.t/No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc pudins,except BOT CHORD 2 X 4 DF No.t&Btr 0-0-0 oc pur ins(3-0-1 max.):4-7. Except: WEBS 2 X 3 SPF Stud 3-0-0 oc bracing:4-7 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=1434/0-3-8,10=143410-3-8 Max Horz2=33(LC 4) Max llplift2=-84(LC 3),10=-84(LC 4) FORCES (lb)-Maximum CompressiorJMaximum Tension TOP CHORD 1-2=0/34,2-3=-33081140,3-4--3068/124,45=5110,4-15=3345/176,6-15=-3345/176,6-16=33451176,7-16=-33451176,7-0=-6110,7-9=3068/124,9-10=-33081141,10-11=0134 BOT CHORD 2-1 4=-1 0 1 13 066,13-14=-59/2909,12-13=3012909,10-12=-6813066 WEBS 3-14=189160,4-14=01315,4-13=-58/671,6-13=-014774,7-13=58/671,7-12=0/315,9-12=-189/60 NOTES 1)Unbalanced roof live loads have been considered for Ibis design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber D0L=1.33 plate grip D0L=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wish any other live loads. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/LPI 1. 7)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC wl2-10d nails. LOAD CASE(S) Standard QRpFESY 4 h-u r.M C01817 E ©r Job as Truss Type City Ply ROSETTA CANYON IIICENTEVRANEE E-3585 T301 D CAL.HIP 1 1 Job Reference(opt onal Urirverse Truss,Inc.,Fontana,CA 9233 (GAR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:42:17 2008 Page 1 1-7-0, 13-11-11 16-8-5 30-8-0 32-3-0, T� 1-7-0 13-11-11 2-8-10 13-11-11 1-7-0 Scale=1:59. Camber=5/16 in 44% 4x4 4.00 12 5 6 5x8% 5x8 4 14 7 2x4 ZA i 3 2x4 JI 2x4 II 8 ly 1 4II � 9 1 2 101� 0 0 4x6— 13 12 11 46 3x4= 5x8= 3x4= 30-8-0 i t 30-8-0 Plate Offsets X 4:0-"0-1-12 :0-"0-1-12 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.18 2-13 >999 360 LIT20 197/144 TCDL 14.0 Lumber Increase 125 BC 0.56 Vert(TL) -0.50 2-13 >726 240 BCLL 0.0 Rep Stress Ina YES WB 0.91 Horz(TL) 0.14 9 rUa We BCDL 7.0 Code IBC2006ITP12002 (Matrix) Weight:131 lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purins,except ROT CHORD 2 X 4 DF No.1&Btr 0-M oc pudins(5-10-8 max.):5-6. WEBS 2 X 3 SPF Stud'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W1 2 X 4 DF-N No.1/No.2 JOINTS 1 Brace at Jt(s):14 REACTIONS (lb/size) 2=1366/0-3-0,9=1366/038 Max Horz.2=-51(LC 4) Max UpIA2=-47(LC 3),9=37(LC 4) FORCES (lb)-Maximum Compression Maximum Tension TOP CHORD 1-2=0/34,2-3=3119/31,3 4=2 8 1 012,45=-1203/56,6-7=-1 203156,7-8=-2810/2,8-9=-3119/31,9.10=0/34,5-0=-1096/57 BOT CHORD 2-13=15/2890,1 2-1 3=0126 47,11-12=02647,9-11=0/2890 WEBS 4-16=143510,14-16=-1442/0,14-15=-1442/0,7-15-1435/0,3-13--283/69,4-13=0/337,4-12=-282/124,12-14=0/219,7-12=282/124,7-11-0/337,8-1 1=-2 8 3169,6-15=0/126,5-16=0/126 NOTES 1)Unbalanced roof live bads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=2511;TCDL=8.4psf;BCDL=4.2psf;Category Il;Exp B,enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL-1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection_ 5)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSVrPI 1. 7)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2.10d nails. LOAD CASE(S) Standard oQg�4E5 .� rn C01!175 OF C �� Job Truss Iruss-ype oty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T301 E COMMON 2 1 I Job Reference(optional) Universal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:42:18 2008 Page 1 -1-7-0, 7-8-0 15-4-0 23-0-0 _,_ 30-8-0 132-3-0, 1-7-0 7.8-0 7-8-0 7-8-0 7-8-0 1-7-0 Scale=1:57. 3x4= Camber=5/16 in 3X5 5 3x5 4.00 12 4 fi 2x4 2x4 3 7 5-10-3 U) 2 8 rn 1 9 Im d d 4x6— 12 15 11 16 17 10 46 3x4= 3x10 MT16= 3x4= 10-2-11 , 20-5-5 30-M , r � 10-2-11 10-2-11 10-2-11 Plate Offsets Y: 21)-2-10 0-0-2 5:0-2-0 Ed :0-2-10 0-0-2 LOADING(psf) SPACING 2-M CS] DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.90 Ved(LL) -0.57 10-12 >635 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.92 10-12 >398 240 MT16 1521158 BCLL 0.0 Rep Stress Ina NO W B 0.75 Ho z(rt) 0.14 8 nla n/a BCDL 7.0 Cade IBC2006ITP12002 (Matrix) Weight:119lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc pudins. BOT CHORD 2 X 4 DF No-18Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud'Except' WEBS 1 Row at midpt 4-6 W 1 2 X 6 DF-N No.3 REACTIONS (lbtsiza) 2=1468/0-3-8,8=1468/O-3-8 Max Harz 2=57(LC 4) Max UpIW=-40(LC 5),8=-40(LC 6) FORCES (lb)-Maximum Compresston/Maximum Tension TOP CHORD 1-2=0/34,2-3=337&V,3-4-298310,4-5--350/15,5.6=-350/15.6-7=-2983/0,7.8=-33 7 519,8-9-0134 BOTCHORD 2-12=0/3117,12-15=0/2360,11-15=0/2360,11-16=0/2360,16-17=0/23W,10-17=0/2360,8-10=0131 1 7 WEBS 3-12=-879/114,4-12=0f779,6-10=0f779,7-10=-579/114,4-6=2042/17 NOTES 1)Unbalanced roof live loads have been considered for fftfs design. 2)Wind:ASCE 7-05;85mph;h=25fl;TCDL=8.4psf;BCDL=42psf;Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate gnp DOL=1.06. 3)All plates are LIT20 plates unless otherwise indicated, 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a Hite load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-"wide will It between the.bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International BLilding Code section 2306.1 and referenced standard ANSIrrPI 1. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(6). . LOAD CASE(S) Standard Except: 11)User defined:Lumber Increase=1.25,Plate Increase-1.00 Uniform Loads(plf) Vert:1-5=68(F),6-9=-68(F),2-8=-14(F) Concentrated Loads(lb) Vert:16=-75(F) QROf ES 0 C01817 'b E ' 9 �f .rlq OiF CA Job Truss Tmss Type Qty PIY �ROSETTA CANYON II/CENTEX/RANEE E-3585 T301 F COMMON 1 1 Job Reference(optional) Universal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:4219 2OD8 Page 1 -0 8 7.4-8 15-0-8 22-8-8 30-4-8 31-11-8, 0-3-8 74-8 7-8-0 7-8-0 7-8-0 1-7-0 Scale=1:54.7 3x4= Camber=9116 in 4.00 12 3x5% 4 3x5 3 5 2x4 2x4 2 6 5-10-2 1 7 8 Ln 'd Io 4x6 11 14 10 15 16 9 4x6 3x4— 3x10 MT16 3x4— -Or3-8 9-11-3 20-1-13 304-8 03-8 9-11-3 10-2-11 10-2-11 Plate Of els Y: I'll O-O G-0-1 4:0 2-0 Ed :0-2-10 0-0-2 LOADING(psf) SPACING 2-" CSI DEFL in (ioc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.78 Vert(LL) -0.56 9-11 >646 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -1.15 9-11 >315 240 MT16 1521158 BCLL 0.0 Rep Stress Incr YES W B 0.77 Horz(TL) 0.14 7 n/a n1a BCDL 7.0 Code IBC20061TP12002 (Matrix) Weight:116lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.t/No.2 TOP CHORD Structural wood sheathing directly applied or 2.4-0 cc puriins. BOT CHORD 2 X 4 OF No.18Btr BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 3 SPF Stud*Except` WEBS 1 Row at midpt 3.5 W1 2 X 6 DF-N No.3 REACTIONS (lb/size) 1-137110-3-8,7=1496/038 Max Horz 1=-65(LC 4) Max Uplift7=41(LC 6) FORGES (lb)-Maximum Compressi&VMaximum Tension TOP CHORD 1-2=3421121,23=-306(Y0,3 4=-35511 5,4-5=-350117,5-6=-308310,6.7=-3475/1 t,7.8=0/34 BOT CHORD 1-1 1=213 149,11-14=012427,10-14=012427,10-15=0/2427,1Si6=012427,9-1 6-0124 2 7,7-9=013211 WEBS 2-11--536/119,3-11=Of751,5-9=0/787,6-9=-583/114,3-5=-2107119 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;endosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip D0L=1.06, 3)All plates are MT20 plates unless otherwise indicated. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 20M International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pit) Vert:14=-08,4-0=-08,1-14=-14,14-16-54,7-16--14 Concen trated Loads(lb) Vert:15=75(F) QV%OVEs w rM cc (0181 > E - 9 OF C Job -- rr,ss Truss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE • E-3585 T301 FD `COMMON 1 1 i Job Reference o Tonal Universal Truss,Inc.,Fontana.CA 92335 GAR) 7.000 s May 29 2007 M�Tek Industries,Inc. ed Jun 18 16:42:21 2008 Page 1 -0 8 7-4-8 15-0-8 22-8-8 30-4-8 31-11-8 0-3-8 74-8 7-8-0 7-8-0 7-8-0 1-7-0 Scale=1:54.6 3x4= Camber=9116 in 4.00 12 3x5% 4 3x5 3 5 2x4\1 2x4 Xi 2 6 5-10-2 l II~ I 1 7 in 8 )C:) 14 11 15 10 16 17 9 18 4X9= 3x4= 3x10 MT16— 3x4= 4X9= -00-8 9-11-3 20-1-13 30-4-8 013-8 9-11-3 10-2-11 10-2-11 Plate Offsets X Y: 10 0 2 0-0-11 4:0-2-0 Ed LOADING(psf) SPACING 2-M CSI DEFL in (loc) Well Lld PLATES GRIP TCLL 20.0 Rates Increase 1.00 TC 0.76 Vert(LL) -0,57 9-11 >630 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -1.12 9-11 >322 240 MT16 1521158 BCLL 0.0 Rep StressIrxx YES WB 0.76 Hoz(TL) 0.15 7 n1a n1a BCDL 7.0 Code IBC2006lTPl2002 (Matrix) Weight:117lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 3 SPF Stud*Except' WEBS 1 Row at midpt 3-5 W1 2 X 6 DF-N N0.3 REACTIONS (Iblsize) 1=1 37 1 10-33,7=1496103-8 Max Horz I-753(LC 13) Max Upidl=-865(LC 15).7=-906(LC 18) Max Crav 1=2198(LC 10),7=2324(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2---SM12545,2-3=•425611295,3-4=-7731403,4-5=-7711409,5-6=-431711324,6-7=-000112625,7-8=0134 BOTCHORD 1-14=-172613282,11-14=-43613466,11-15=-305PL710,10-15=-30512710,10-16=-30512710,16-17=-30512710,9-1 7=-3 0 51271 0,9-18-28713443,7-1 8--2 444141 26 WEBS 2-11=-5 8211 6 2,3-11=-261790,5-9=41806,6-9--0131140,3-5=-2079132 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05:85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf,Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss requires plate inspection peg the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chard and any other members. 7)This truss is designed in accordance with the 2006 International Building Cods section 2306.1 and referenced standard ANSUTPI 1. 8)This truss has been designed for a total drag load of 5062 lb. Conned truss to resist drag loads along bottom chord from 0-"to 1-0-0.29-4$to 304-8 for 2526.0 plf. 9)In the LOAD CASE($)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(8) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(A Vert:1-4=-08,4.8-�8,1-15=-14,15-17=54,7-17=-14 Concentrated Loads(lb) Vert:16=75(1`) Q�OT ES h�cQ' �bTcR� i C01817 �[ E - 9 Of CA Job Truss Truss Type Q!y I'R :10SETTA Plv1 E-3585 T301!i COMMON 1 CANYONII/CENTEXlRANEE Rnforanrs(nptional) _ Universal Truss,Inc.,Fontana,C 92335(GAR) 7.000 s May 29 2007 M7a rxiustries,Inc. Wed Jun 18 16:4222 2008 Page 1 Ora-8 7-4-8 ___ 15-0-8 , 22-8-8 __ 30-4�3 131-11-8 0-3-8 7-4-8 7-8-0 7-8-0 7-8-0 1-7-0 Scale=1.54.7 3X4= Camber=9/16 in 4.00 F12 3X5% 4 3x5 3 5 2x4 2x4 2 6 1 7 8 la 4x6- 11 12 10 13 14 9 4x6 3x4= 3x10 M716- 3X4= -C48 9-11-3 20-1-13 I 30-4-8 0-3-8 9-11-3 10-2-11 10-2-11 Plate Offsets X Y: 4:0-2-0 E e :0-2-10 0 0-2 LOADING(psf) SPACING 241.0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.78 Vert(LL) -0.56 9.11 >646 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.26 BC 0.93 Vert(TL) -1.15 9-11 >315 240 MT16 1521158 BCLL 0.0 Rep Stress Inn YES WB 0.77 Horz(TL) 0.14 7 n/a rda BCDL 7.0 Code IBC20061rPt2002 (Maw) Weight:104lb Dull BRACING TOP CHORD 2 X 4 DF44 NoAft4o.2 TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc pudins. BOT CHORD 2 X 4 OF No.18Btr BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. WEBS 2 X 3 SPF Stud WEBS 1 Row at midpt 3-5 REACTIONS IIblsize) 1=1371/0-3-8,7-149610.3-8 Max Horz 1=-65(LC 4) Max UpNf117=41(LC 6) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3421/21,2-3=5060/0,3rt=355/15,4-5=-350117,55=308310,(3-7=-3475/11,7-8=0/34 BOT CHORD 1-11=2/3149.11-12-0/2427,10-12=0/2427,10-13=02427,13-14=0/2427,9-14=0/2427,7-9=013211 WEBS 2.11=536/119,3-11=0/751,5.9=Q/787,6-9=-583f114,35=-2107/19 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=.5.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical let and right exposed, Lumber DOL-1.33 plate grip DOL=1.06. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live roads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPt 1. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASES) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Incmase=1.00 Uniform Loads 00 Vert 1-4=68,4-8=68,1-12--14,12-14--54,7-14=-14 Concentrated Loads(Ib) Vert:13=-75(F) Q'pf ES rv" I'I C01817 =° E 9 � �� 0 CA ��l Job Truss truss Type aty Ply ROSETTA CANYON IUCENTEXlRANEE • E-3585 T301HG GABLE 1 1 Job Reference(optional) Universal Truss,Inc.,Fontana,CA 92335(GAR) T.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:42:27 2008 Page 1 -OT3-8 15-0-8 304-8 i1-" 0-3-8 15-0-8 154-0 1-7-0 2x4 11 Scale=1:73. 2x4 11 2x4 11 3x4- N4 11 4.00 F12 2x4 II 2x4 II 3x4% 2x4 I I y 10 2x4 I I 3x4 1 2X411 7 8 12 13 2x4 II 2x4 11 6 14 2x4 11 2x4 II 4 5 j 16 2x4 11 2 3 17 49- 18 2 N 1 2 4 19 20 AM �M%MMIMA% ]M o b 3x4= 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x4= 2011 2x4 11 3x4 5x4 a4II 3x4 2x4 11 2x4 11 2x4 11 2x4 'I 2x4 11 2x4 I 2x4 11 2x4 11 2x4 11 2X4 11 �3 e 304-8 0-3-8 30-4-8 Plate Offsets 10:0-2-0 E e 30:0-2-0 03-0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1,00 TIC 0.29 Vert(LL) -0.01 20 rVr 180 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.18 Ved(fL) -0.01 20 nh 80 SCLL 0.0 Rep Stress Incr YES W B 0.42 Horz(TL) -0.02 44 n/a rVa BCDL 7.0 Cade IBC2006/rP120G2 (Matrix) Weight:136Ib LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc pudins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 3 SPF Stud OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 1=131/304-8,19=2821304-8,30-111/30-4-8,29--351304-8,21-291/304-8,22=27/3045,23=101/3045,24=137/304-8,26=197/304-8,27=94/304-8,28=102130-43, 38=321/30-43,37=9/304-8,36=1 06130 4-8,3 5=1 3 3130-4-0,33=199)30-4-0,32=93/30-4-8,31=1 09130-4 8,44=102/30.4-8,46=53130.4.8,34=1 9130-4-8,25=19/304.8 Max Horz 1=-05(LC 14) Max Upl ftl=-419(LC 17),19=-044(LC 18),29=-92(LC 10),21=-1(LC 13),22=AG(LC 13),23=-56(LC 18),24=-658(LC 18),26=561(LC 13),27=-20(LC 13).28=-21(LC 14),38=-44(LC 12). 37=26(LC 16),36=59(LC 11),35=-648(LC 11),33=-547(LC 16),32=-18(LC 16),31=-14(LC 15),46=50(LC 13) Max Grav 1=555(LC 27),19=679(LC 26),30=123(LC 9),29=61(LC 13),21=293(LC 10),22=50(LC 10),23-160(LC 26),24=808(LC 26).26-714(LC 10),27=109(LC 28),28=115(LC 26), 38=343(LC 9),37=33(LC 9),36=164(LC 27),35=791(LC 27),33=705(LC 9),32=106(LC 25),31=115(LC 27),44=114(LC 10),46=111(LC 10),34=46(LC 2).25=46(LC 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1293/1236,2-3=537/814,34=-6341658,4-5=-510/527,55=556/904,6-7=5681616,75=4031449,8-9=-248/318,9-10=-90/162,10-11=85/156,11-12=-241/308,12-13=-096/448, 13-14=5621597,14-15=-842/875,15-16=491/495,16-17=-615/622,17-18=516f775,18-19=-1302/1216,19-20=0/33 ' BOTCHORD 1 3 8=-1 1 3811 213,3738=-733/800,36-37-5691636,3536=4351502,3435=-2B7/354,33-34=-138/205,3233=532/598,3132=383/450,3031=-235/301,2930=57/152, 28-29=-225/294,27-28=-374/443,26-27=523/592,25-26=-119/176,24-25=2681325,23-24-416/473,22-23=-550/607,21-22=7141771,19-21=-1160/1196 WEBS 9-3 0=-1 0415,2946=-501111,44-46=010,1144=-113/0,1 8-2 1=-2 3 1138,17-22=56/37,16-23=-135f71,15-24=-791/668,14-26=178/57,13-27=-91/31,12-28=-97/32,2-38=-255165, 337=-54133,436--135f71,5-35=775/659,6-3 3=-1 77156,7-32=-87/29,8.31=-97/25,5-33=792/781,1-r 26=-805/803 NOTES 1)Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek'Standard Gable End Detail' 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 14-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 7)Bearing at joint(s)44,46 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a total drag load of 3387 lb. Conned truss to resist drag loads along bottom chord from 0-0-0 to 304-8 for 111.5 pl(. LOAD CASE(S) Standard oQRpFES � 1 C01817 ' E - 9 OF CA Q4 Joo Iuss Truss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T301 J COMMON 2 1 Job Reference o fional Universal Truss,Inc.,Fontana:CA 92335(GAR) 7. 0 s May 297007 1TW Industries,Inc. Wed Jun 18 16:42:28 2008 Page 1 -1-7-0, 7-&0 15-4-0 23-0-0 30-8-0 i 32-3-0 1-7-0 7-8-0 7-8-0 7-8-0 7.8-0 1-7-0 Scale=1:57.4 3x4= Camber=5/8 in 3x5% 5 3x5 4.00 12 6 4 Zx4 2x4 3 7 r n 2 8 1 g Ir 6 0 3x9— 12 13 11 14 15 10 3x9 3x4= 3x12.5 MT16= 3x4= 10-2-11 20-5-5 30-8-0 10-2-11 10-2-11 10-2-11 Plate OFsets 5:0-2-0 E e LOADING(Il SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.78 Vert(LL) -0.57 10-12 >635 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0,91 Vert(TL) -1.18 10-12 >310 240 MT16 1521158 BCLL 0.0 Rep Stress Incr YES WB 0,79 Horz(TL) 0.14 8 n!a n/a BCOL 7.0 Code IBC20061TPI2002 (Matrix) Weight:1C7lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.t/No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc puriins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2X3SPFStud WEBS 1 Row atmidpi 4-6 REACTIONS (Ib/size) 2=150510-3-0,8=150510-3-8 Max Horz 2=-57(LC 4) Max Uplitl2=AO(LC 5),8=-40(LC 6) FORCES (lb)-Maximum CompressiontMaximum Tension TOP CHORD 1-2=0/34,2-3=-3505l9,3.4=3116/0,4-5=-356115,5-0�356/15,6-7=J116/0,7-8=-350519.8-9=0134 BOT CHORD 2-12=0/3239,12-13=012460,1 1-1 3=012480,11-14=012460,14-15=0/2460,1 0-1 5=012460,8-10=013239 WEBS 3-12-5791114,4-12=01786,6-10=OA86,7-10=-579/114,4-6=-2136/17 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Fxp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber COL=1.33 plate grip D0L=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-"wide will fit between the bottom chord and any other members, 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(p* Vert:1-5=-08,5-9=68,2-13=-14,13-15=-54,8-15=-14 Concentrated Loads(lb) Vert:14=-75(F) 0 °C (018175 ' OF C 4�' Joh --" Truss Iruss iyoe 72F"2 ROSETTA CANYON II/CENTEX/RANEE E-3585 T301JG GABLE Job Reference o Lionel nvT ersal`cuss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 MiTek In usiries,Inc. Wed Jun 18 16:42:31 2008 Page 1 1-7-0 4-0-12 i 7-8-0 154-0 21-2-0 30-8-0 32-3-0 1-7-0 4-0-12 3-7-4 7.8-0 5.10-0 9-6-0 1-7-0 Scale=1:59.0 2x4 I i Camber=1/2 in 3x4= 3x4: 7 3x4 4.00 12 6 5 8 2x4\X 2x4// 4 3x6 9 2X4 11 2x4 11 3 10 C4 2 11LO 12frr 1 6 0 38 17 16 15 14 13 39 4x5= 2x4 II 3x4= 5x4= 3x4= 2X4 11 4x4= 4I 0-12 { 10-2-11 14-6-12 27-10-0 30-8-0 4-0-12 6-1-15 44-1 13-3-4 2-10-0 Plate Offsets Y: :0-2-0 E e 11:0-3.6 0-0-2 15:0-2-0 0.3-0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1,00 TC 0.71 Vert(LL) -0.21 16-17 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 115 BC 0.56 Vert(TL) -0.69 16-17 >526 240 SCLL 0.a Rep Stress Ina NO WB 0.33 Horz(TL) 0.11 11 n/a rda BCDL 7.0 Code IBC2006/rP12002 (Matrix) Weight:287Ib LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc pudins. BOT CHORD 2 X 4 OF No.18Btr BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. WEBS 2X4 SPF Std!'Except' W7 2 X 3 SPF Stud,W5 2 X 3 SPF Stud,W5 2 X 3 SPF Stud,W7 2 X 3 SPF Stud W1 2 X 3 SPF Stud OTHERS 2 X 3 SPF Stud"Except' ST6 2 X 4 SPF Std,ST9 2 X 4 SPF Std REACTIONS (Iblsize) 2=2265/0-3-8,11=1836/0-3-8 Max Flort2=-262(LC 13) Max Uplift2=305(LC 15),11=-298(LC 18) FORCES (lb)-Maxinum CompressiordMaximum Tension TOP CHORD 1-2=0/34,2-3=-52111752,34=-50221583,4-5=4555/383,5-0=-1612/94,6-7=-1280/28,7-8=-1639/77,8-9=4131/368,9-10=-03381567,10-11=-0411A37,11-12=0134 BOT CHORD 238=-121/4818,1738=-121/4818,16-17--12114818,1 5-1 6-3 01357 5,14-15=-29/3592,13-14=-25/4102,1 33 9=-2 514 1 0 2,1 1-3 9=-3 7214 1 02 WEBS 4-1 6=-8 3211 02,5-16=33/1175,8-14=-2/588,9-1 4=-53 311 04,5-37=-2080/71,8-37=-2089/70,3-17=0/201,15-37=0/666,6-37=0f958,10-13=-72/93 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3)nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-7-0 oc. Webs connected as follows:2 X 3-1 row at 0-9-0 oc,2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only bads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail' 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)Gable studs spaced at 14-0 oc. 8)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSfIrPI 1. 9)This truss has been designed for a total drag load of 1500 lb. Connect truss to resist drag loads along bottom chord from 0-M to 1-M,29-"to 30-M for 750.0 plf. 10)Girder carries tie-in spen(s):4-"from 0-M to 14-6-0 LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1 25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-7=-08,7-12=-68,2-15=49(F=-35),11-15=-14 Concentrated Loads(lb) Vert:3=-180(F)15=-080(F) V%OFES t D r��+ w rrr (01817 ' E " .1jq t • ��Q, OP CA o`� Job T uss cuss Type Qty Ply ROSETTA CANYON II/CENTEXIRANEE E-3585 T301JJ (GABLE 2 2 , f Job Reference(optional) Llniver ql Truss,Inc.,Fontana, A 2335(GAk 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:42:33 200E Page 1 4-0-12 7-8-0 15-4-0 21-2-0 30-M 4-0-12 3-7-4 7-8-0 5-10-0 9-6-0 Scale=1:57.0 2X4 11 Camber=9/16 in 3x4= 4.00 12 3x4 5 6 3x4 4 7 2x4� 3x6 11 2x4�i 3 8 r 2X4 II 2x4 !I 2 9 1 10 ri ]� a d 17 15 14 13 12 11 18 3X6= 2x4 1 3x4= 5x4= 3x4= 2x4 11 44= 4-0-12 10-2-11 14-6-12 27-10-0 30-M 4-0-12 6-1.15 4-4-1 13-3-4 2-10-0 Plate OifseS X Y: 670-2-0 Ed e.[10.0-3-6,0-0-2] 13:0-2-0 0-3-0 LOADING(psf3 SPACING 2-" CS' DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.22 14-15 -999 360 MT20 197l144 TCDL 14.0 Lumber Increase 1.25 BC 0.56 Vert(fL) -0.70 14-15 >517 240 BCLL 0.0 Rep Stress Ircr NO W B 0.33 Hoa(TL) 0,11 10 n1a n/a BCDL 7.0 Coda 113=061TP12002 (Matrix) Weight:2201b LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc puriins. BOT CHORD 2X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W I=RS 2 X 3 SPF Stud'Except" W6 2 X 4 SPF Std,W3 2 X 4 SPF Std,W2 2 X 4 SPF Std,W6 2 X 4 SPF Std REACTIONS (Iblai7e) 1=2144/0-3-8,10=1715/03-8 Max Harz 1=250(LC 12) Max Upli tl=-265(LC 15).10=-258(LC 18) FORCES (b)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=-5263f767,2-3=5071/597,3-4=-45961394,4-5=1621196,5-6=-1291/31,6-7=-1648(79,7-8=-4171/378,8-9=-43871581,9-1 0=-04 6317 52 BOTCHORD 1-17=-55314869,15-17=-144/4869,14-15=-144/4869,13-14=-42l3598,1 2-13=-41136 1 5,11-12=-00l4153,1 1-1 8--0014 1 53,10-18-700l4153 WEBS 3-14=5511110,4-14=-4211200,7-12=-101611,8-12=-5541112,4-16=2093f74,7-16=-2102173,2-15=0/204,1 3-1 6=0165 9,5-16=0/954,9-11=53196 NOTES 1)2-ply truss to be connected together with 10d(0.131"4)nails as follows: Top chords connected as follows:2 X 4-1 row at 0.9-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-7-0 oc. Webs connected as follows:2 X 3-1 row at 0-9-0 oc,2 X 4-1 row at 0-M oc. 2)Ail loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 5)This truss has been designed for a 10.0 psf bottom chord live load nonconmrrenl with any other live loads. 6)This truss requires plats inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)Gable studs spaced at 14-0 oc. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI1TPI 1. 9)This truss has been designed for a total drag load of 1500 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1.0-0,29-M to 30-M for 750.0 plf. 10)Girder carries tie-in span(s):4-M from 0-0-0 to 14-" LOAD CASE(S) Standard Except: 1)Roqular Lumber Increase=1.25,Plate Increase=1.00 U rvforn Loads(pIf) Vert:1fi--�i8,6-10=-68,1-13 ■t9(F=35),10 13=-14 Concentrated Loads(lb) Vert 2=-180(F)13=580(F) oQRpEE LU rM (01813 E - 9 OF t 13 Job - -rUss --- Truss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T302AG GABLE 1 1 Job Reference o tional Universal Truss, m.,Fontana,GA 92335(CAR) 7.000 s May 9 2007 Mi ek Industries,Inc. Wed Jun 18 16:42:36 2008 Page 1 1-7-0 6-8-0 13-4-0 14-11-0 1-7-0 IM-0 6-8-0 1-7-0 Scale=1:28.2 Camber=1116 in 4x4— 4.00 12 2x4 1 5 2x4 11 2X4 11 4 6 2x4 11 3 7 CN 2 / / 8 un U Li 9 1 BEARING BEARING o 3x5— 14 13 12 11 10 3X5 W t l 2x4 11 2x4 11 2x4 11 2X4 11 6-8-0 13-4-0 6-8-0 6-8-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.07 8-10 >999 360 M'r20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0,61 Vert(TL) -0.16 8-10 >999 240 BCLL 0.0 Rep Stresslncr NO WO 0.13 Hcrz(rL) 0.02 8 n1a We BCDL 7.0 Code IBC20061TP12002 (Matrix) Weight:47lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc pudins. BOT CHORD 2 X 4 DF-N No.11No.2 BOT CHORD. Rigid ceiling directly applied or 5-7-1 oc bracing. WEBS 2 X 3 SPF Stud OTHERS 2 X 3 SPF Stud REACTIONS (Iblsize) 2=65713-10-0,8=657/3-10-0 Max Hert2=32(LC 11) Max Uplift2=-091(LC 15),8=-491(LC 18) Max Grav 2=1110(LC 10).8=1110(LC 9) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0/33,2-3=-244811365,3-4=•1536/W.4-5=-1202r274,5-0=-1202/274,6-7--1536/548,7-8=244811 3 64,8-9=0133 BOT CHORD 2-14=-1251/2186,13-14=-08211466,12-13=-215/1172,11-12=-215/1172,10-11=-05511465,8-1 0=-1 28212 1 8 5 W FBS 5-12=0/243,7-10=97138,6-11=0/17,3-14=-97138,4-13=0117 NOTES 1)Unbalanced roof five loads have been considered for this design. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable studs spaced at 1-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss is designed in accordance with the 2006 International Building Cade section 2306A and referenced standard ANSI/TPI 1. 7)This truss has been designed for a total drag load of 200 plf. Conned truss to resist drag loads along bottom chord from 0-M to 13-4-0 for 200.0 plf. LOADCASE(S) Standard QVQfES O rn C01817 E - 9 .* OF CA qq► Uob muss Truss type arty Ply ROSETTA CANYON 1110ENTEX/RANEE E-3585 T3026 GABLE 5 1 Job Reference(optional) Un versal Truss,Inc.,Fontana,CA 92335(GAR) 7,00s May 29 2007 MiTek Industnes,Inc. Wed Jun 18 16:4237 2008 age 1 -1-7-0 5-0-0 2x4 II 1-7-0 5-M 3 caie=1:12.5 4.00 rl2 Lc N n 2 1 2x5= k 5-0-0 2xa�i l 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (bc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC OA5 Vert(LL) -0.03 2-4 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.08 2-0 >674 240 RCI I 0.0 Rep Stress Inca NO WB 0,00 Horz(TL) 0,00 4 Nat n/a BCDL 15.0 Code IBC2006I P12002 (Matrix) Weight:17 lb LUMBER BRACING TOP CHORD 2 X 4 DF-N N0.1/140.2 TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc puriins, except end verticals. ROT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 5-3-15 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (lb/size) 2=376/0-3-8,4=60410-3-8 Max Horz2=C4(LC 13) Max Uplitt2=-540(1_C 11),4=-1(LC 5) Max Grav2=866(LC 10),4=604(LC 1) FORCES (lb)-Maximum CompressiondMaximum Tension TOP CHORD 1-2=0134,2-3=-1 5 51 1147 6,3-4=-534l21 BOT CHORD 24=-128111283 NOTES 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable studs spaced at 1 A-0 oc. 5)This truss is designed in accordance with the 2006International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a total drag load of 1600lb. Connect truss to resist drag loads along bottom chord from 0-M to 5-0-0 for 300.0 plf. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:2-4=-30,13=-08 Concentrated Loads(Ib) Vert:3=400(F) ES w (01817 " E sj� �, • �`,rz" OF C 04 Job Truss Truss Type Qty Iy ROSETTA CANYON II/CENTEX/RANEE ' E-3565 T302BG GABLE 5 1 Job Reference o tional Universal hiss, nc.,Fontana,CA 92335(GAR 7. 0 s May 29 2007 MiTek Industdes,Inc. Wed Jun 18 16:42:38 2008 Page 1 -1-7-0 5-0-0 2x4 111 r 4 1-7-0 5-0-0 2x4 II tale=1:12. 3 4.00 F12 04 1 FALL REARING TRUSS s 5 2)C5— 5-0-0 2x4 I 2.4 61 5-0-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0,01 1 n1r 180 MM 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.01 1 n1r 80 BCLL 0.0 Rep Stresslncr NO WB 0.07 Hom(TL) 0.01 5 n1a n/a BCDL 15.0 Code IBC2006ITP12002 (Matrix) Weight:18lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc pudins, except and BOf CHORD 2 X 4 DF-N No.1Mo2 verticals. WEBS 2 X 4 SPF Std BOT CHORD Rigid ceiling directly applied or 54-12 oc bracing. 0THFR5 2 X 3 SPF Stud REACTIONS (lb/size) 2=3 0015-0-0,5-289/5-0-0,6=39615-0-0 Max Herz 2=64(LC 13) Max Uptitl2=-538(LC 11),5=-106(LC 10) Max Grav2-791(LC 10),5=289(LC 1).6=396(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0133,2-3=-157511518,3A=-29W72,45=-335160 BOT CHORD 2-0--134511348,5-6=-265/268 WEBS 3-6=-252138 NOTES 1)Truss designed for wind loads in the plane o1 the truss only. For studs exposed to vilnd(normal to the face),see MiTek"Standard Gable End Detail" 2)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 14-0 oc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TFI 1. 7)This truss has been designed for a total drag load of 1500 lb. Conned truss to resist drag loads along bottom chord from 0-M to 5-0-0 for 300.0 pff. 6)In the LOAD CASE(S)section,bads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(p1f) Vert:2-5=-30,14=-68 Concentrated Loads(lb) Vert:4=400(F) q�Of E w rM (01817 7° E - 9 Or C a� Job Truss TirussType Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T303AG GABLE 1 1 Job Reference(optional) Universal Truss,Inc.,Fontana,CA 92335(G 7.000 s May 29 2007 MrTek IrlusVes,Inc. Wed_tun 18 18:42;42 2008 Page 1 -2-10-01 -1-7-0 14-11-0 1-3-0 8-3-0 8-3-0 1-3-0 Scale=1:44.2 4X4= 4,00 12 2c411 78 9 2X4 II 2)C4 116 10 2x4 11 2x4 11 2x4 11 5 11 2x4 11 2x4 11 3x5% 4 12 13 3X5 2 3 14 1 15 I SEARING BEARING 27 26 25 2824 23 29 22 21 20 19 16 2X4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 W 11 2x4 11 2x4 11 3x4= 2x4 11 3x4= -2-10-0 13-4-0 16-2-0 2-10-0 13-4-0 2-10-0 Plate Offsets X Y: 2:0-24 0-1-0 :0-2-0 0-1-14 14:0-2-4 0-1-0 LOADING(psf) SPACING 24).0 CSI DEFL in (loc) Udell Lld PLATES GRIP TCtL 20.0 Plates Increase 1.00 TC 0,50 Vert(LL) -0.01 22 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0,23 Vert(FL) -0.02 22 >999 240 BOLL 0.0 Rep Stress Ina NO WB 0.47 Horz(TL) 0,00 17 n/a n/a BCOL 7.0 Code IBC2006/TPI2002 (Matrix) Weight:61 lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF-N No.t/No.2 BOT CHORD Rigid ceiling directly applied or 8-0-0 oc bracing, Except WEBS 2 X 4 SPF Std'EtcepC 10-M oc bracing:23-24. W1 2 X 3 SPF Stud,W1 2 X 3 SPF Stud OTHERS 2 X 3 SPF Stud REACTIONS (Iblsize) 27=49613-10-0,16=496f3.10-0,17=-164/3-10-0,18=-3f3-10-0,1 9=32713-1 0-0,26=-16413-10-0,25=3/3-10-0,24=327/3-10-0 Max Horz 27=59(LC 15) Max UpIi1127=-M(LC 11).16=-074(LC 14),17=464(LC 9),18=24(LC 27),26=-668(LC 10),25=-26(LC 26),24=4(LC 12) Max Grav27=1 1 57(LC 10),16=1152(LC 9),17=484(LC 14),18=21(LC 26),19=327(LC 9),26=487(LC 11),25-22(LC 27),24=329(LC 9) FORCES (lb)-Maximum CompressioNMaximum Tension TOP CHORD 1-2=0)38,2-3=744)512,3-0=-638/431,4-5=505/336,5-0=-4431236,6-7-3101133,7-8=-186/41,8-9=-182/35,9-1 0=-3 0 511 3 3,10-11=-039/228,t 1-12=500/326,12-13=-0331422, 13-14=-740/503,14-15-0/38,2-27=-11051644,14.16=-1099t639 BOT CHORD 26-27=-1211131,25-26=-478/695,25-28-4781695,24-28=-261/478,23-24=-228/445,2329=191/408,22-29=-191/408,21-22=-1 91 14 0 8,20-21 1911408,19-20=1911408, 18-19=491/408,17-18=191/408,16-17=2231225 WEBS 7-22=0127,9.21=0/27,13-17=36/28,12-18=-01129,11-19=186/17,10-20=-06/15,3-26=-34/26,4-25=-60127,5-24=-185/16,6-23=-07/16,2-26=-570/895,14-17=56D1885 NOTES 1)unbalanced roof five loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 1-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load noncortourrent with any other live loads. 7)This truss is designed in accordance with the 2006 Intemationat Building Code section 2306.1 and referenced standard ANS7/TPI 1. B)This truss has been designed for a total drag toad of 1000 lb. Connect truss to resist drag loads along bottom chord from 2-10-0 to 5-10-0,12-4-0 to 13-4-0 for 250.0 plf. LOADCASE(S) Standard E r y ac (01817 \ E OF CA Job Truss TQUEFNPOST Typa City Ply ROSErTA CANYON I[/CENTEX/RANEE E-3585 T303B 1 1 Job Reference o tonal Universal Truss,Inc.,Fontana,CA 9 335(GAR) 7.000 s May 29 2 of i e c nduslriaa,Inc. Wed Jun 18 16:42:44 2008 Page 1 211-8 6-6-8 10-1-13 16-0-8 2-11-8 6-" 3-7-5 5-10-11 1-7-0 Scale=1:34. 4x4= Camber=3116 in 4.00 FIT 2 2x4 3 4x5 1 4 rn 5 o 7 6 3x5= 2x4 11 3X8- 2-11 8 6-6-8 16-0-8 2-11-8 6-6-8 9-0-0 Plate Offsets Y 1:Ed a 0-2-0 LOADING(psf) SPACING 2-0A C51 DEFL in (loc) Vdetl L/d LTES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.16 4.6 >999 36020 1971144 TCDL 14.0 Lumber Increase 1.26 BC 0.58 Vert(TL) -0.37 4-6 >507 240 BCLL 0.0 Rep Stress incr NO WB 0.47 Horc(TL) 0.03 4 n/a • n/a BCDL 7.0 Code IBC200S TPI2002 (Matrix) gh':58 lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc pudins, except end BOT CHORD 2 X4 DF-N No.1/No.2 verticals. W FRS 2 X 3 SPF Stud'Except' BOT CHORD Rigid ceiling directly applied or 5-0-0 oc bracing. W4 2 X 4 DF-N No.1/No.2 REACTIONS (lb/size) 7=63910-3-8.4-773/03-8 Max Hors 7=52(LC 13) Max Uplift7=-186(LC 15),4=-318(LC 18) Max Grav7=832(1-C 10),4=1046(LC 9) FORCES pb)-Maximum Compressk"aximum Tension TOP CHORD 1-2=1352/374,2-3=1312/M.3-4=-2142/823,45=0/34,1-7=789/203 BOT CHORD 6-7=4651728,45=741/1896 WEBS 1-6=-3111902,2-6=461317,3-6=466189 NOTES 1)Unbalanced roof kw loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category ll;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL=1.06. 3)This buss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a total drag load of 1200lb. Connect truss to resist drag loads along bottom chord from"-0 to 16-M for 74.6 ptf. LOAD CASE(S) Standard Q�af�s rTi 0 w rT n Co 7 \E 9 \OF CA 0 Job Truss Truss Type pry Ply ROSETTACANYON II/CENTEX/RANEE E-3585 T3038G QUEENPOST 1 1 Job Reference Tonal rxversal russ,Inc.,Fontana, 7.000 s May:?9 o 7 i e ustnes,Inc. Jun 18 16:42:45 2008 Page 1 -2-11-8 6-6-8 10-1-13 16-0-8 17 7-8 2-11-8 6-6-8 3-7-5 5-10-11 1-7-0 Scale=1:34. 4x5— 4.00712 2 2x4 3 5x4= 1 —_------- 4 LO FULL REARING TRUSS 8 7 6 3x4= 2x4 11 3x8= -2-11-8 6-6-8 16-0-8 2-11-8 6-6-8 9-6-0 Plate Offsets Y): 1:0-1-40-2-0 :0.2-80-2-4 4:0-1-120-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.60 Vert(LL) 0.00 4 nir 180 MT20 1971144 1CDL 14.0 Lumber Increase 1.25 BC 0.46 Ved(TL) 0.01 5 nir 80 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.02 4 n1a We BCDL 7.0 Code IBC20061TP12002 (Matrix) Weight:59lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticats. BOT CHORD 2 X 4 DF-N No.11No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X3SPF Stud-Except` WEBS 1 Row atmidpt 1-7 W4 2 X 4 DF-N No.11No.2 REACTIONS (Iblsize) 8=212/16-(.8,4=38 811 6-0$,7=691116-M,6=124/16-0-8 Max Harz 8=52(LC 13) Max UpltRB=-345(LC 11),4=410(LC 18),7--113(LC 18) Max Gmv8=589(LC 27),4=720(LC 9),7=799(LC 9),6=213(LC 2) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=$26f763,2-3=-4901477,3-0=-143411062,4-5=0133,1-0=539/363 BOT CHORD 75=5231855,6-7=-09311011,4-0=97611 295 WEBS 1-7=-8761638,2-7=-368135,3-7=-454/110 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05:85mph;h-25ft;TCDL=B.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber D0L=1.33 plate grip D0L=1.06. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 7)This truss has been designed for a total drag load of 1664 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-0-8 for 103 7 ptf LOAD CASE(S) Standard o�ROf ES C01817 E 9 ®t C Q� Job Truss Truss ype Oty Ply ROSETTA CANYON IIICENTEXIRANEE . E-3585 T303C MONO TRUSS 1 1 Job Reference Mustes, nc.n s Truss,Inc., ontane,CA 92335(GAR) 7. s May 29 2007 Wed Jun 18 16:42:46 2008 Page 1 2-0-12 , 4-0-0 3x4 I� 2-0-12 1-11-4 3 4.00 12 Scale=1:11.0 20 I I 2 rZ 2x4= 2x4 l I 5 4-0-0 4-0-0 LOADING(psfl SPACING 2-M CS] DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates increase 1.00 TC 0.68 Vert(LL) -0.02 5 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.75 Vert(TL} -0.06 1-5 >751 240 BCLL 0.0 Rep Stress Ina NO W B 0.03 Hcrz(rL) 0.00 4 n/a n/a BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight:13lb LUMBER BRACING FOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 4-M oc purlins, except end verticals. BOT CHORD 2 X 4 DF-N No.11No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF-N No.11No2'Except! W2 2 X 6 DF-N No.1/No.2 REACTIONS (Ib/size) 1=67910-3-8,4=679/0-M Max Hart 1=39(LC 4) Max Up0f11-16(LC 3),4=-23(LC 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-46914,2-3=-354/l9.3-4=-179/13 BOT CHORD 15=-12/393,45=-12/393 WEBS 2.5=-41228 NOTES 1)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Fxp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL-1.33 plate grip DOL=1.06. 2)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSIITPI 1. 5)Girder carries tie-in span(s):16-2-0 from 0-0-0 to 4-0-0 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular.Lumber Incnease=1_25,Plate Increase=1.00 Uniform Loads(plf) Vert:1A--298(F--284),1-3=68 �Q%taES y W rr� C01817 'P E - 9 # OF CA Q� Job JT3�0' ru Voss Tye — Qb Ply RQSETTA CANYON II/CENTEX/RANEE E-3585 4A MONO TRUSS 3 1 Job Reference o �onal Universal Truss,Ina,Fontana,CA 92335(GAR` 7.000 s May 29""Mi ek Industries,Inc. Wed Jun 18 16A2:47 2008 Page 1 -1-7-0 5-5-12 9-4-0 1-7-0 5-5-12 3-10-4 2x4 11 Scale=1:25. 4 Camber=5/16 in 4.00 r12 2x4 3 m 2 �1 3)(6— 3x5= 9-4-0 9-4-0 Plate Offsets KY):: 2:0-1-6 0-0-2 5:0-1-12 0-1-B LOADING(pat) SPACING 2-M CBI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.13 2-5 >826 360 MT20 197/144 TCDL 14.0 Lumber IncrBaw 1.25 BC 0.60 VeMTL) -0.44 2-5 >248 240 BCLL 0.0 Rep Stress Incr NO W B 0.27 Horz(TL) 0.01 5 n/a n/a BCDL 15.0 Code IBC2006/TPI2002 (Matrix) Weight:35lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 DF-N No.1/No.2*Except* W2 2 X 3 SPF Stud REACTIONS (INsize) 2=576/0-3-8.5=429/0-3-8 Max Horz2=100(LC 4) Max UpIM2=-47(LC 3),5=-13(LC 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,2-3=596/31,3-4=-147/4,4-5=-83/23 BOT CHORD 2-5=-291529 WEBS 3-5=-486f71 NOTES 1)Wind:ASCE 7-05:85mph;h=25R;TCDL=8.4W,,BCOL-42psf;Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)This truss is designed in accordance with the 2006International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Q�OUS (01817 ' .firE 9 19tq Of CA "Job Truss Truss Type Qtv Piv ROSETTA CANYON IIICENTEX/RANEE E-3585 T304AG GABLE 3 1 Job Reference ionaf 007 Universe Truss,Inc.,Fontana,CA 92335(GAR) 7. 00 s May 29 2 . sti es,Inc. Wed Jon 18 16:42:48 2008 age 1 1-7-0 9-4-0 1-7-0 94-0 2x4 I I Scaie=1:25. 2x4 11 7 2x4 11 6 4.00 12 5 2x4 11 2x4 11 4 3 Li � 2 1 FULL SEARING TRUSS 2x4 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 94-0 94-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.01 1 n/r 180 MT20 197/144 TCDL 14.0 Lumber Increase 125 8C 0.20 Vert(fL) 0.00 1.2 n/r 80 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.01 8 We n1a BCDL 15.0 Cade IBC2006ITP12002 (Matrix) Weight 37lb LUMBER BRACING TOP CHORD 2 X 4 DJ-N No.1Mo.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except end vor icals. HOT CHORD 2 X 4 DF-N NoA/No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WFRS 2X4SPFSid OTHERS 2 X 3 SPF Stud REACTIONS (Iblsize) 2=30119-0-0,8=52/9.4-0,12=362194-0,11=18/9-4-0,1 0=1 5619-4-0,9=122f9A-0 Max Horz2=103(LC 13) Max UpliI12=365(11LC 11),8=44(LC 14),12=3(LC 16),11=-17(LC 11),10--12(LC 16).9=-57(LC 11) Max Gmv2=630(LC 10),8=90(LC 9),12=365(LC 9),11=19(LC 10),10=165(LC 9).9=172(LC 10) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33,2-3=1098/1004,3-4=619/%8,4-5=-445/420,5.6-300/278,6-7=-1461137,7-8--52126 BOTCHORD 2-12=-9B-W92,11-12=-5WWA,10.11=4031407,9-10=-274I27B,8-9=132J135 WEBS 3-12=242/40,4-11=24/12,5.10--106/23,6-9=108/36 NOTES 1)Truss designed for wind bads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 14-0 oc. 6)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSITI-PI 1. 7)This truss has been designed for a total drag load of 1000lb. Connect truss to resist drag toads along bottom chord hum D-0-0 to 9-4-0 for 1D7.1 pff, LOAD CASE(S) Standard Q�OFES Q � W r'n (01817 - 9 19" OF C 0� Job Truss Truss ryps City Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T40OA1 COMMON 12 1 Job Reference(optional) Universal Truss,Inc.,Fontana,CA 2335(GAR) 7.000 s May 29 2007 MITek Industries,Inc. wed Jun 18 16:42:51 2008 Page 1 r1-7-q 8-0-0 19.0-0 22-4-0 i 30.0-0 38-0-0 39-7-0 1-7-0 8-0-0 11-0-0 3-4-0 7-8-0 8-0-0 1-7-0 Scale=1:73.5 4.00 12 46 Camber=9/16 in 45 7::� 6 8X8 7 4X6% 5 4X6 4X4% 8 4X4 4 I 9 tZ 3 CC 5-0-0 Ln 2 10 ,n 1 111rh 0 17-4-0 _ d 3X7— 18 17 16 20 15 14 13 12 3 2X4 I I 4x7.5 MT16= 5M= 4X6= 2X4 11 4X5= 4X5= 5-0-0 I 1541-0 20-11-8 22-4-0 30-0-0 38-0-0 8-0-0 7-8-0 5-3-8 1-4-8 7-8-0 8-0-0 Plate OReats A-1-12 -0 4:03-0 Edaej, :0 3-0 :040 0-2 -11-M .0-1-12 0 2 1 0-1 LOAMG(pst) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TOLL 20.0 Plates Increase 1.00 TC 0.93 Vert(LL) -0.37 16-18 >670 360 MT20 1971144 TCDL 14.0 Lumber increase 1.25 BC 0.93 Ven(TL) -0.94 16.18 >265 240 MT16 152/158 BCLL 0.0 Rep Stress Ina YES W B 0.84 Fbz(TL) 0.15 10 n/a n(a BCDL 7-0 Code IBC2006ITP12002 (Matrix) Weight:157lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. b01 CHORD 2 X 4 DF-N No.1)No.2'Except• BOT CHORD Rigid ceiling directly applied or 10-0-0 oc tracing, Except: B2 2 X 4 DF-N 240OF 2.0E 2-2-0 oc bracing:16-18. WEBS 2 X 3 SIDE Stud'Except• WEBS 1 Row at midpt 3-16,9-14,5-7 W22X4SPFStd,W1 2X6DFSS REACTIONS (lb/size) 2=130110-3-9,15=1053/0-M,10=119010-3-9 { 3 BEARINGS ) Max Herz2=68(LC 3) Max Upiift2=73(LC 3),15=-27(LC 4),10=-25(LC 6) Max Grav2=1325(LC 9),15=1107(LC 11),10=1198(LC 11) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2-0134,23=-2955195,3-4=-1 83 9170,45=-1747/106,5-6=37/12,5-7=118/15,7.8=-1373197,8-9=-1523160,9.10=-252710,10-11=0134 BOT CHORD 2-18=-0012721,17-18=-80/2721,16-17=-0012721,16-20=-20/1657,15-20=-20/1657,14-15=0/1369,13-14=012313,12-13=0/2313,10-12=0/2313 WEBS 3-18=01327,3-16=1137164,9-12=0/294,15-19=-1322130,5-16=01404,7-14=-82/252,9-14=1034/71,5.19--16331133,7-19=-1745/135,7-15=107/1264 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category Il;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonwncurrent with any other live loads- 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or bark(8). LOAD CASE(S) Standard Except: 11)User defined:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1 E=b8(F),6-11=68(F),2-16=-14(F),15-16=-54(F=-14),10-15=-14(F) Concentrated Loads(lb) Vert:20=-75(F) C01817 ' 0 CA Jab Truss Truss Type sty Ply ROSETTA CANYON II/CENTEXIRANEE E-3585 T400A2 COMMON 12 1 Job Reference o tional Univers Truss,Inc.,Fontana, (GAR) 7.000 s May 29 2007 a Industries,fnc. Wed Jun 16 IT03A6 2Wa Page 1 -"-a 7-10-8 18-10-8 22-2-8 29 10-8 _ 37-10-8 0-1-8 7-10-8 11-0-0 3-4-0 7-8-0 8-0-0 Scale=1:70. 4.00 F12 4x6— Camber=112 in 4X5% 5 8X8 4 6 46% 416 44— 7 4x4 2 3 I 8 5-0-0 n 1 9 17-4-0 —— o 18 16 15 14 19 13 12 11 10 20 3X7= 2x4 II 4x7.5 MT16= 5X4= 4X6 2x4 II 3x7= 4X5= 4X5= -0�f-8 7-10-8 15-0-8 20-10-0 22-24 29-10-8 37-10-8 0-1-8 7-10-8 7-8-0 5-3-8 1-4-8 . 74-0 8-0-0 Plate Olkets(X,Y1: r2:0-1-12,0-2-01,f3A-3-0.Edael,f5:0.3-0.Edael,16:0-4-0,0-2.81.17:0-3-0.Edual,f8:0-1-12,0-2-01,f13:0-2-0 0-2-4k 117:0-2-12.0-1-01 LOADING(ps0 SPACING 2-M C31 DEFL in (toc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.91 Vert(LL) -0.35 14-16 >707 360 Mr20 1971144 TCDL 14.0 Lumber Increase 1.25 Be 0.90 Vert(TL) -0.87 14-16 >284 240 MT16 152/158 BCLL 0.0 Rep Stress Ina NO W B O.B6 Horz(TL) 0.15 9 rda rda BCDL 7.0 Code IBC2006ITP12002 (Matrix) Weight:153lb LUMBER BRACING TOP CHORD 2 X 4 OF No.18Btr*Except' TOP CHORD Structural wood sheathing directly applied. T3 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 6.8-2 oc bracing. BOT CHORD 2 X 4 DF No.I&Btr*Except* WEBS 1 Row at midpt 2-14,B-12,4-0 B3 2 X 4 DF-N No.1/No.2,B2 2 X 4 DF-N 240OF 2.0E WEBS 2 X 3 SPF Stud'Except' W22X4SPFStd,Art 2X6DFSS REACTIONS (lb/size) 1=118210-2-0,13=1040/0-3-8,9-1074.!0-3-9 �_3 BEARINGS Max Harz 1=290(LC 13) Max Upliftl=-380(LC 11),13=52(LC 14),9=310(LC 18) Max Grav 1=1555(LC 27),13=1075(LC 26),9=1403(LC 9) FORCES (lb)-Maximum Canpression/Max)mum Tension TOP CHORD 1-2=-406111123,23=-25081705,3-4=2173/504,4-5=-2831189,56=-298/176,6-7=16W/287,7-8=2l l91639,8-9=-3577AJ62 BOT CHORD 1-18a-066/2909,16-18=-18212847,15-16=182/2847,1 4-1 5=1 8212847,14-19=•94/1751,13-19=-94/1751,12-13=-61/1439,11-12=(/2399,10-11=0/2399,10-20=0/2399,9-20=-90312685 WEBS 2-16=01331,2-14=1173193,8-10=01298,13-17=1288/58,4-14=0/406,6-12=a3/259,8-12=-1076/98,4-17-16801155,6-17=1785(155,6-13=-129/1248 NOTES 1)Unbalanced roof live loads have been considered for this design, 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable and zone;end vertical left and right ex[msed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five bads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate at jaint(s)1. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI1rPr 1. 9)This truss has been designed for a total drag load of 2000 lb. Conned truss to mist drag bads along bottom chord from 0-"to 0-10-8,36-106 to 37-10-8 for 1066.7 plf. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 29)User defined:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-5=-68,5-9=-68,1-9=44 Concentrated Loads(lb) Vert:19=75(F) w�� kit { C01817 E - 9 \,\ Of CA �4 Job Tnrss Truss Type - 7=i: SETTA CANYON 1110ENTEX/RANEE E-3585 T400A COMMON Reference o floral rive sal T uss,Inc., oniana,t A 92335 Cl(I t) ay 29 2 7 M 7e Industries,Inc. Wed Jun 18 16:42:50 2008 Page 1 r1-7-q 8-0-0 19-0-0 22-4-0 30-0-0 , 38-0-0 1-7-0 8-0-0 11-0-0 3-4-0 7-8-0 8-0-0 4.00 12 4x6- Scale=1:71.9 Camber=9/16 in 45 6 8x8 5 7 4x6% 4x6 3 8 x4 4 4x 9= I 5-0-0 u 2 10 Ln 0 17-4-0 0 3x7— 17 16 15 19 14 13 12 11 2x4 11 4x7.5 MT16— 5x4= 4x6— 2t4 11 45= 4x5= 8-0-0 15-8-0 20-11-8 22-4-4 30-0-0 38-0-0 8 0-0 7-8-0 5-3-8 1-4-8 7-8-0 8-0-0 Plate Offsets(X Y): 13:0 1-12,0-7-01,14-0-3-0 Ede 6:0-3-0 Ede :0-4-0 0-2-8 8:0-3-0 Ede 9:0-1-12 0-2-0 14:0-2-0 0-2-4 18:0-2-0 0-1-0 LOADING(ps`) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Ircrease 1.00 TC 0.92 Vert(LL) -0.37 15-17 >668 360 MT20 197/144 TCDL 14.0 Lumber Increase 1,25 BC 0.93 Vert(TL) -0.94 15-17 >264 240 MT16 152/158 BCLL 0.0 Rep Strrss Ina YES WB 0,84 Horz(L) 0.15 10 We nla BCDL 7.0 Code IBC2006(fPt2002 {Matter} Weight:155lb LUMBER BRACING TOP CHORD 2 X4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 DF-N No.1/14o.2'Except' BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: B2 2 X 4 DF-N 240OF 2.0E 2-2-0 oc bracing:15-17. WEBS 2 X 3 SPF Stud*Except' WEBS 1 Row at midpt 3-15,9-13,5-7 W22X4SPFStd,W12X6DFSS REACTIONS (lb/size) 2=130010-3-9,14=1061/0.3.8,1 0=1 0 6210-3-9 { 3 HEARINGS j Max Horz 2=75(LC 3) Max Uplift2=-73(LC 3),14=-33(LC 4) Max Grav2=1325(LC 9).14=1116(LC 11),10=1070(LC 11) FORCES (lb)-Maximum CompressioNMaximum Tension TOP CHORD 1-2=OU,2-3-2954)94,3-4=-1838169,4-5=-1745/105,5-6=-90/13,6-7=120/14,7-0=-1370/95,8-9=-1521/58,9-10=-255510 BOT CHORD 2-17=-87/2719,16-17=-a7/2719,15-16=-87/2719.15-19=-26/1656,14-19=-26/1656,13-14=0/1366,12-13=0/2342,11-12=0/2342,10-11=0/2342 WEBS 3-17=0/327,3-15=1138164,9-11=0l299,14-18=1325/31,5-15=0/404,7-13=-01/253,9-13-1068/84,5-18=-1631/132,7-18--1743/134,7.14=-107/1264 NOTES 1)Unbalanced roof five loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL�8.4psf;BCDL=4.2pst;Category II;Exp B;enclosed;MWFRS gable and zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a Eve load of 20.Dpsf on the bottom chord in all areas where a rectangle 3-6A tall by 2-M wide will fit between the bottom chard and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or bade{B). LOAD CASE(S) Standard Except 11)User defined:Lumber Increase-1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-6-58(F),6-10--68(F),2-15=-14(1`),14-15=S4(F=-14),10-14--14(F) Concentrated Loads(lb) Vert:19=-75(F) Q OFES O "C C01817 7° E - 9 Ot CA 0� Job Truss Truss Type aty Ply ROSETTA CANYON IIICENTEX/RANEE E-3585 T400AG GABLE 12 1 Job Reference o [Tonal Un versa russ,Inc.,Fontana,CA 92335 7.000 s May 2 07 Mi ek Industries, nc. Wed Jun 18 1643:02 2008 Page 1 -1-7-0 19-0-0 38-0-0 39-71 r 1-7-0 19-0-0 19-0-0 1-7-0 4.00 F12 4x6= Scale=1:73.5 12 13 14 16 16 4x4% 11 17 4x4 4x6% 10 N 18 19 4x6 4x4 7 $ 9 20 214x4 _2 45 3 4 5 tZ 6 23 24 25 1 2 26 271m _ R o 3x5- 53 52 51 50 49 48 47 464544 43 42 41 40 39 38 373635 34 33 32 31 30 29 28 3x5= 44= 46 44= 4x4=4x6= 4x4= 38-0-0 38-0-0 Plate Offsets'X Y: 6:0-1-12 0-2-0 :03-0 Ede 10A-1-12 0-2-0 14 03-0 Ed 18:0-1-12 0-2-0 21:0-3-0 Ed a 2:0-1-12 0-2-0 LOADING(psf, SPACING 2-0-0 CSI [EFL in (loo) UM Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.01 27 n/r 180 MT20 197/144 TCDIL 0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.01 27 rtlr 80 BCLL 0.0 Rep Stress Incr YES WB 0.52 Hou(TL) 0.02 40 nla n/a BCDL 7.0 Code IBC20061TP12002 (Matrix) Weight:193lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11NO2 f OP CHORD Structural wood sheathing directly applied or 5-2-10 oc pudins. BOT CHORD 2 X 4 DF-N Na 1/NO2*Except* BOT CHORD Rigid ceiling directly applied or 5-7-11 oo bracing. B2 2 X 4 DF-N 2400E 2.0E WEBS 2 X 3 SPF Stud OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2 6=284138-0-0,28=291 B-",29=27138-0.0,30=1 02138-0-0,31=145138-0-0,33=193138-0-0,34=69/38-0-0,35=121Y38-M,38=215/38-",39=801U-G-0,53=291138-", 52=27138-0-0,51=102/38-U.50=145/38-M,48=193/38-0-0,47=69138-0-0,46=121138-0-0,43=215138-0-0,42-80/38-0-0,49=19138-0-0,32=19138-0-0,44=19138-0-0, 37=19/38-0-0,41=104/38-0-0,40=1041M-".2=284/38-0-0 Max Horz2=-68(LC 14) Max UpliR26=480(LC 18),28=-l(LC 13),29=45(LC 13),30---WLC 18).31--783(LC 18),33=-686(LC 13),34=52(LC 18).35=540(LC 18),38=d26(LC 13),39=-18(LC 13),53=1(11-C 12), 52=44(LC 16),51=-07(LC 11),50=7WIILC 11).48=-682(LC 16),47=52(LC 11),46=543(LC 11).43--523(LC 16),42=-18(LC 12),2=470(LC 15) Max Grav26=718(LC 26),28=293(LC 10).29=56(LC 10),30=172(LC 26),31=946(LC 26),33=831(LC 10),34=124(LC 26),35r-673(LC 26),38=695(LC 10),39=95(LC 28).53--293(LC 9). 52=55(LC 9),51=172(LC 27),50=946(LC 27),48=831(LC 9),47=124(LC 27),46=673(LC 27),43=695(LC 9),42=95(LC 25),49=46(LC 2),32=46(LC 2),44=45(LC 2}37=45(LC 2). 41=106(LC 9),40=106(LC 10),2=718(LC 27) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2-0(33,2-3=142311359,3.4--915/890,45=-7031725,5-0=-576/591,6-7-1032/1072,7$-8421827,8-9=7331747,9-10=-574/624, 10-11=-670n62,11-12=-376/462,12-13-200290,13-14=4WI79,14-15=-841178,15-16=2001287,16.17=-376/456,17-18=-6661749, 18-19=-574/611,19-20=-7331748,20-21=8421827,21-22=-1029/1043,22-23=,5761572,23-24=4031703,24-25=-9151665, 25-26=1423/1329,26-27=0133 BOT CHORD 253=-1266/1340,52.53=-798/873,51-52=-6271702,5 0-5 1=-48715 61,4950=331/406,48-49--175/250,4748=-670/753,4647-515/598, 4546=-3591442,4445=2811364,43-44=-2031286,4243=-373/445,4142=2181289,4041=1061177,3940=-2181289,38-39=-3731445, 3738--203/279,36-37=281/356,35.36=-3591434,34-35=-515/590,33-34=670/746,3 23 3=1 7512 3 3,31-32=-331/389,30-31=487/545, 2930=$27/685,28.29=-798/BS6,26-28=-126611304 WEBS 25.28=-232f38,24-29=-59/42,2330=-147M2,22-31=-9281793,2033=162140,1934=-105163,1835--054/551,17-38=-182165, 16-39=4W7,353=232138,4-52=-59/42,551=-147/82,6-50=-9281798,848=-162/40,947=-105163,10-46=fi541554,1143=-182/65, 1242=.W/27,648=4 01945,22.33-940/951,18.38=6541629,1043=fi54/625,1341=59/0,1540=-89/0 NOTES 1)Unbalanced roof live loads have been cons+dered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)This truss has been designed for a 10,0 psf bottom chord live load nonooncurrent with any other live bads. 4)AII plates are 2x4 MT20 unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Gable requires continuous bottom chord hearing. 7)Gable studs spaced at 14-0 oc. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 9)This truss has been designed for a total drag load of 4440 lb. Connect truss to resist drag loads along bottom chord from 0-M tD 38-M for 116.8 Pff. LOADCASE(S) Standard £S w M C01897 ' E - 9 OF C 0� lob Truss Truss Type aty Ply :ROSETTALkNYON IIICENTEX/RANEE E-3585 T400B1 COMMON 12 1 Re optional) Universal Truss,Inc.,Fontana,CA 9233 7. ay 212111 MiTek Industries.Inc. Wed Jun 18 16:43:08 2006 Page 1 8-0-0 r 19-0-0 1 22-4-0 30-0-0 38-0-0 8-" 11-0-0 3-4-0 7-8-0 8-0-0 Scale=1:70.3 4.00 12 4x6= Camber=W in 45% 5 8x8 4 6 4x6= 4x6 4x4% 4x4 3 7 2 8 5-0-0 cos 1 9 n IM of 17-4-0 0 18 16 15 14 19 13 12 11 10 20 3x7= 2X4 11 4x7.5 MT16= 5x4= 4x6= D(4 I 3x7- 4x5= 4x5= 8-0-0 i 15-8-0 20-1118 22-4-Q 30-0-0 38-0-0 8-0-0 7-&0 5-3-8 1-4-8 7-8-0 8-0-0 Plate Offsets Y: @:0-1-12 0-2-0 13:0-2-O 0.2-4 17:0-2-12 0-1 LOADING(psf) SPACING 2-M CSI DEFL in (lox) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.95 Vert(L-) -0.35 14-16 >699 360 UT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(11) -0.88 14-16 >281 240 MT16 152/158 BCLL 0.0 Rep Stress Ina NO WB 0.86 HorzR) 0.14 9 Na We BCDL 7.0 Code IBC20061TPI2002 (Matrix) Weight:164 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr•Exoepr TOP CHORD Structural wood sheathing directly applied. T1 2 X 4 DF-N No.1Mo.2,Ti 2 X 4 DF-N No.11No.2 BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing, BOT CHORD 2 X 4 DF No.1&Btr*Except- WEBS 1 Row at midpt 2-14,8-12,4-6 B2 2 X 4 DF-N 240OF 2.0E WEBS 2 X 3 SPF Stud`Except" W3 2 X 4 SPF Std,W2 2 X 6 DF SS,W 1 2 X 6 DF-N No.3 REACTION$ (lb/size) 1=1 1 6510-3-9,1 3=1 0 4010.3-8,9=1076/0-3-9 i 3 BEARING Max Horz 1=337(LC 12) Max Upltft1=379(LC 11),13=-54(LC 14),9=-308(LC 18) Max Grav 1=1556(LC 27),13=1075(LC 26),9=1402(LC 91 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=408 311 1 2 9,2-3=-2514(708,3-0=-21801507,4-5=-2811188,5-0=-2961175,6-7=•1594/280,7-8=2117/632,8-9-3574/952 BOT CHORD 1-18=-82612925,16-18=-228/2911,15-16=228I2911,1 4-1 5=-22812 9 1 1,14-19=-142/1803,13-19=-142/1803,12-13=-109/1493,11-12"2/2453,10-11=-A2/2453,10-20-4212453, 9-20=-894/2721 W E8S 2-16=0/334,2-14=-1184/91,6-10=0/301,13-17=1294/60,4-14=01409,6-12=-M53,8-12=-1077/96,4-17=-1689/159,6-17=-17941159,6-13=129/1259 NOTES 1)Unbalanced roof live loads have been considered for this design, 2)Windt ASCE 7-05:85mph;h=25R,TCD1L=8.4psf:BCDL=42psi;Category IL E xp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL=1.33 plate grip D0L=1.06. 3)This truss has been designed fora 10.0 psf bottom chord live load nooconcurrent with any other live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires pieta inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIMPI 1. 8)This truss has been designed for a total drag load of 2000lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1.0-0,37-"to 3"-0 for 1000,0 ptf. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). L.OADCASE(S) Standard Except: 29)Userdefined:Lumber Increase=125,Plate Increase=1.00 Uniform Loads(ptf) Vert:1-5=.68(F),5-9---08(F),1-9=14(F) Concentrated Loads Pb) Vert:19=-75(F) I w "M (018175 E - 9 -4r \` OF CA 4�j� Job Tn,s$ Tess type Qty Ply ROSETTA CANYON II/CENTEX/RANEE • E-3585• T400B COMMON 12 1 Job Reference o ticnal niversal rus5,Inc.,Fontana. 92335(GAR) 7,000 s May 29 2007 i e n ustdes,Inc. Wed Jun 18 16:43:05 200B Page 1 1 8-0-0 1 19-0-0 22-4-0 30-0-0 i 38-0-0 a9-71 8-0-0 11-0-0 3-4-0 7-8-0 8-0-0 1-7-0 Scale=1:71.9 4.00 F12 4x6= Camber=112 in 4x5% 5 8x8 4 6 4X6: 4X6 2 x4 3 7 4x4:� I 5-0-0 101� 0 17-4-0 0 19 17 16 15 20 14 13 12 11 21 3x7= 2x4 11 47.5 MT16— 5x4— 4x6— 2x4 I I 3x7= 45= 45= 8-0-0 15-8-0 20-11-8 ?2-4-p 30-0-0 38-0.0 8-0-0 7-8.0 5-3-8 1-4-8 7-8-0 8-0-0 Plate Offsets X Y: :0 1-12,0.2.0),L3:0-3-0 Ede 5:0-3-0 a 6:0.4-00-2-e :0-3-0 Ed 8:0-1-120-2-0 14:0.2-0 0-2.4 18:0-2-12 0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.95 Vert(LL) -0.35 15-17 >701 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.88 15-17 >282 240 MT16 152/158 BOLL 0.0 Rep Suess Ina NO WB 0.86 Horz(TL) 0.14 9 nla n1a BCDL 7.0 Code IBC200SrTP0002 (Matrix) Weight:166lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&W*Excepr TOP CHORD Structural wood sheathing directly applied. Ti 2 X 4 DF-N No.1/No.2,T3 2 X 4 DF-N Nu.1/No.2 BOT CHORD Rigid ceiling directly applied or 7-1-13 oc bracing. BOT CHORD 2 X 4 OF No.1&Btr*Except* WEBS 1 Row at midpt 2-15,8-13,4-6 B2 2 X 4 DF-N 240OF 2.0E WEBS 2 X 3 SPF Stud*Except' W2 2 X 4 SPF Std,W 1 2 X 6 DF SS OTHERS 2X6OF-NNo.3 REACTIONS (lb/size) 1=1186JO-3-9,14=1032J0-3-8,9=120410-3-9 \ 3 BEARINGS Max Hors 1=-357(LC 13) Max Upliftl=-380(LC 11),14=49(LC 14),9-350(LC 18) Max Grav1=1556(LC 27),14=1066(LC 26),9=1531(LC 9) FORCES (lb)-Maximum CompressbnlMaximum Tension TOP CHORD 1-2--408411130,2-3=2515/709,3-4=21811508,4-5=-278/188,5.6=-2941175,6-7=-15951282,7-8=21201633,8-9=3546J953,9-10=0f34 BOTCHORD 1-19=$19/2926,17-19=22212912,16-17=-2222912,1 5-1 6=-2221291 2,1rr2 0=1 3611 804,14-20=13611804,13-14=-103/1497,12-13=-362424,11-12=-3612424,11-21=-3612424, 9-21=-88812692 WEBS 2-17=01334,2-15=-1184191,8-11=01296,14-18=-1291159,4-15=01409,6-1 3=-9012 52,8-13=1043/84,4-18=-1691/160,6-18=-17961160,6-14=12811259 N07ES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category ll;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load noncencurent with any other live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)•This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-M wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2DO6 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)This truss has been designed for a total drag load of 2000 lb. Connect truss to resist drag loads along bottom chord from 0-M to 1-0-0,37-M to 38-M for 1000.0 pli. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 29)User defined:Lumber lrcrease=1.25,Platelncrease=1.00 Uniform Loads(plf) Vert:15=58(F),5-10=58(F),1-9=-14(F) Concentrated Loads(lb) Vert:20=-75(F) oQ'Wr VES w rn (01817 E OF C 0� Job Truss Truss Type Qty Ply ROSETTA CANYON IUCENTEX/RANEE E-3585 T40OB2 COMMON 12 1 Job Reference o tional Universal Truss, nc.,Fontana, 92335(GAR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 17:04:19 2008 Page 1 0 7-10-8 18-10-8 22-2-8 29-10-8 37-10-8 0-1-8 7-10-8 11-0-0 3-4-0 7-8-0 8-0-0 _ Scale=1:70. 4.00 12 4x6— Camber=1/2 in 4x5% 5 8x8 4 $ 4x6� 4x6 4x4 3 7 44 r~ 2 8 fQ 5-0-0 1 9 ,n 17-4-0 o 18 16 15 14 19 13 12 11 10 20 3x7= 2x4 11 4x7.5 MT16= 5x4= 4x6= 2x4 11 3x7= 4x5= 4x5= -01-8 7-1049 15-6-8 20-10-0 22-2-$ 29-10-8 37-10-8 0-1-8 7-10-8 7-8-0 5-3-8 1-4-8 7-8-0 8-0-0 Plate Offsets(X Y): 12:0-1-12,0-2-01,f3:0-3-0,Edgel.f5:0-3-0•Edgel,(6:0-4-0 0-2-8 :0-3-0 Ede 8:0-1-12 0-2-0 13:0-2-00-2-4 17:0.2-12 0-1-0 LOADING(psi) SPACING 2-" CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.00 rC 0.91 VBd(LL) -0.35 14-16 >707 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.87 14-16 >284 240 MT16 1521158 BCLL 0.0 Rep Stress Incr NO W B 0.86 Horz(TL) 0.15 9 n/a rda BCOL TO Code IBC20061TPl2D02 (Matrix) Weight:164lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr'ExcepP TOP CHORD Structural wood sheathing directly applied. T32 X 4 Dill No.1Mo.2 BOT CHORD Rigid ceiling directly applied or 6-8-2 oc bracing - BOT CHORD 2 X 4 DF No.1&Btr'Except' WEBS 1 Row at mil 2-14,8-12,4-0 B3 2 X 4 DF-N No.1/No.2,82 2 X 4 DF-N 2400E 2.0E WEBS 2 X 3 SPF Stud*Except' W3 2 X 4 SPF Std,W2 2 X 6 DF SS,W1 2X6DF-NNo,3 REACTIONS (I182/0 1-0 13=1040/03-8,9-107410-3-9 3 BEARINGS Max Horz1= ' Max Upi111-380(LC 11),13=-52(LC 14),9=-310(LC 18) Max Grav 1=1555(LC 27),13=1075(LC 26),9=1403(LC 9) FORCES (Ib)-Maximum CompressiordMaximum Tension TOP CHORD 1-2=-006111123,2-3=•25081705,3-4=-21731504,4-5=2831189,"=-298/176,6-7=-1600/287,7-8=-2119/639,8-9=-35771962 BOTCHORD 1.18=-8WM09,16.18=-18212847,15-16=182/2847,14-15=182/2847,14-19=-94/1751,1 3-1 9=-9411 7 51,12-13=61/1439,1 1-1 2=0123 99,10-11=0/2399,10-20=Q2399,9-20=-903/2685 WEBS 2-16=01331,2-1 4=1 1 7319 3,B-10=01298,13-17=-1288/58,4-14:-W406,6-12=33/259,8-1 2=-1 0 7619 6,4-17=-1680/155,6-17=-1785/155,6-13=129/1248 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25R;TCDL=8.4psf;BCDL=4.2psf,Category II;E xp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonoomxrtrent with any other live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. 8)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1, 9)This truss has been designed for a total drag load of 2000 lb. Connect truss to resist drag toads along bottom chord from 0-0-0 to 0-10-8.36-10-8 to 37-10 8 for 1066.7 pill. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except 29)User defined:Lumber Increase-1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-5=-68,5-9=-68.1-9=14 Concentrated Loads(lb) Vert:19=-75(F) �QRpF ES L m • � Cl E . g OF C �� Job ' Truss ruse Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T400B3 COMMON 12 1 Job Reference o ionaI -Uiars Truss,Inc.,Fontana,CA 9 7.000 s May 29 2007 e 1 ustries,Inc. Wed Jun 18 17:04: 7 2008 Page 1 -04-8 7-10-8 + 18-10-8 22-2-8 , 29-10-8 37-10-8 a�9-5-1� 0-1-8 7-10-8 11-0-0 3-4-0 7-8-0 8-0-0 1-7-0 Scale=1:71.9 .4.00 F12 4x6= Camber=1/2 in 4x5 5 8x8 4 6 4x6 4x6 4x4-:.-- 7 4x4 11 3 14 2 8 5-0-0 1 9 10- 17-4-0 c 19 17 16 15 20 14 13 12 11 21 3x7= 2x4 II 4x7.5 MT16= 5x4= 4x6= ac4 II 3x7= 4x5= 4x5= -4-8 7-10-8 15-" 20-10-0 ?2-21 29-10-8 37-10-8 0-1-8 7-1U 7-8-0 5-3-8 1-4-8 7-8-0 8-0-0 Plate Of'sets KY):: :0-1-12 0-2 3 0-M E e :0-3-0 E :0-4.0 0.2-B :0-M Ede :0-1-12 0-2-0 14:0-2-0 0-2-4 18:0-2-12 0-1 LOADING(psf) SPACING 2-0-0 CS! DEFL in (loc) Ildell Ud PLATES GRIP TCLL 20.0 Plates Increase lA0 TC 0:84 Vert(LL) -0.35 15-17- >710 360 MT20 1971144 ICUL 14.0 Lumber Increase 1,25 BC 0.85 Vert(TL) -0.8715-17 >285 240 MT16 1521158 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.14 9 n/a hla BCDL 7.0 Code IBC2006/TPI2002 (Mahbt) Weight:166lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr'Except' TOP CHORD Structural wood sheathing directly applied. T3 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid calling directty applied or 6-8-7 oc bracing. BOT CHORD 2 X 4 DF No.1&Btr*Except` WEBS 1 Row at midpt 2-15,8-13,43 B3 2 X 4 DF-N No.1/No.2,82 2 X 4 DF-N 240OF 2.0E WEBS 2 X 3 SPF Stud*Except' W3 2 X 4 SPF Sid,W2 2 X 6 OF SS,W1 2 X 6 DF-N No.3 REACTIONS (lb/size) 1=1 1 8 310-2-0,14=1032/0-38,9=12D3/0-3-9 l 3 BEARINGS 3 Max Herz 1=31 O(LC 13) Max Uplkf11=380(LC 11),14=-47(LC 14),9=353(LC 18) Max Grav 1=1555(LC 27),14=1067(LC 26),9=1531(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4062/1125,23=-2509/707,3.4=-2174/505,4-5=280/189,5-0=-2961176,6-7=-1601/288,7-8=21221641,8-9=35491963,9-10=0134 BOT CHORD 1-1 9=3 601291 0,17-19=-176/2848,16-17=17W2848,15-16-17612848,15-20=-88/1752,14-2D=401752,13-14=-5&i443,12-13=0/2370,11-12=012370,11-21=0/2370,9-21=-097/2657 WEBS 2-17=0/331,2-15=-1173/93,8-11=0/294,14-18=-1285157,4-15=0/406,6-13=-84/258,8-13=1042/84,4-18=-16831156,6-18=1787/156,6-14=-129/1247 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h-2511;TCDL=8.4psf;BCDL=4.2psf;Category ll;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4)All ptates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen fox quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. 8)This truss is designed in accordance with the 20D6 International Building Code section 2306.1 and referenced standard ANSI/PI 1. 9)This truss has been designed for a total drag bad of 2000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-10-8,36-10 8 to 37-10-8for 1066.7 plf. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASES) Standard Except: 29)User defined:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-5=-68,5-10=-68,1-9=-14 Conoentrafed Loads(lb) Vert:20=-75(F) oc �01$17 �v " 9 OF C a Job Truss Truss Type ply Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T400C COMMON 12 1 Job Reference o tional Universal Truss,Inc.,Fontana,CA 92 5(GAR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:43'16 2008 Page I ri-7-0i 8-0-0 19-0-0 22-4-0 30-0-0 I 38-0-0 39-7-Q r-- 1-7-0 8-0-0 11-0-0 3-4-0 7-8-0 8-0-0 1-7-0 Scale=1:73.5 4.00 F12 4X6= Camber=9f16 i 4x5 6 8x8 7 4x6% 5 46 44% 4x4 3 4 a II 8 9 5-0-0 u, 2 10 11 1 IM 0 17-4-0 0 3x7 18 17 16 20 15 14 13 12 3 2X4 II 4x7.5 MT16- 5x4= 4X6= 2X4 11 4x5= 4x5= 8-0-0 15-8-0 1 20-11-8 22-4-q 30-0-0 38-0-0 8-0-0 7-8-0 5-3-8 1-4-8 7-8-0 8-0-0 Plate Offsets X Y. 3:0-1-12 0-2-0 4-.0 3-0 Ede 6D-3-0 E e :0-4-0 0-2-0 8:0-3-0 Ede .0.1-12 0-2-0 15:0-2-0 0-2-4 19 0-2-8 0-1-0 LOADING(psi) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.93 Vert(LL) -0.37 16-18 >670 360 hmo 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.93 16-18 >267 240 MT16 152/158 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.15 10 n/a rda BCDL 7.0 Code IBC20061TPI2002 (Matrix) Weight:167lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.I/No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOr CHORD 2 X 4 DF-N No.1440.2'Excapt` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: B2 2 X 4 DF-N 240OF 2.0E 2-2-0 oc bracing:16-18. WEBS 2 X 3 SPF Stud'Except' WEBS 1 Row at midpt 3-16,9-14,5-7 W2 2 X 4 SPF Slid,W1 2X6OFSS OTHERS 2 X 6 DF-N No.3 REACTIONS (lb/size) 2=1 301 10-3-9,1 5=1 0 5 310-0-8,10=1190f0-3-9 ( 3 BEARINGS Max Horz 2=68(LC 3) Max Uplift2=-73(LC 3),15=-27(LC 4),10=-25(LC 6) Max Grav2=1325(LC 9),15=1059((-C 10).10=1190(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34,2-3=-2955/95,3-1=-1839F70,45=-1747/106,5-0=-09/12,6-7=-118/15,7-8=-1366197,8-9=-15GOM,9-10=-2504/0,10.11=0134 BOT CHORD 2-18=-80/2721,17-18=-0012721,1 6-1 7=-0012 7 21,16-20=-2011657,15-20=-2011657,14-15=011346,13-14=02291,12-13=0/2291,10-12=012291 WEBS 3.18=01327,3-16=1139164,9-12=0294,15-19=-1304/30,5-16-0/399,7-14=-821252,9.14=-1034f/1,519=-16331133,7-19=-1745/135,7-15=-107/1264 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL-4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Al plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Coda section 2306.1 and referenced standard ANSI/TPI 1. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 11)User defined:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:15=-68(F),6-11=-68(F),2-10--14(F) Concentrated Loads(lb) Vert:20=-75(F) Q,nOF E O a CO217 * E ' 9 Job Truss Truss Type Qty Ply ROSE TTA CANYON 1110ENTEX/RANEE • E-3585 T400D1 COMMON 12 1 Job Reference o floral Universal Truss,Inc.,Fontana, 5( s May 29 i ek I ustnes, nc. Wed Jun 1 :A : 0 2008 Page 8-0-0 19-0-0 22-4-0 , 30-0-0 38-M 39-7-0 1 8-0-0 11-M 3-4-0 7-8-0 8-" 1-7-0 Scale=1:71.9 4.00 FIT 4x6= Camber=9116 in 8x8 5 4x5 4 6 4x6 n M 4x6 4x4--�; 2x5 11 7 4x4 2 3 8 LO 1 9 In 10 rg I� c 17-2-0 o 19 17 16 15 14 13 12 11 20 3x7= 2x4 11 4x6= 5x4= 4x5= 2x4 11 3x7= 4x5= 4x7.5 MT16= , 8-0-0 15-8-0 ,17-2� 22-4-0 30-" 38-0-0 8-0-0 7-8-0 1-6-0 5-2-0 7-8-0 8-0-0 Plate Offsets X Y: 2:0-1-12 0-2-0 3:0-3-0 Ed a 4:0A-0 0-2-0 5:030 Fd e :03-0 Fd a 8:0-1-12 0-2-0 18:0-2-0 0-1-0 LOADING(psf) SPACING 24-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.91 Vert(LL) -0.39 11-13 >635 360 mm 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Verl(TQ -0.94 11.13 >262 240 MT16 1521158 BCLL &0 Rep Stress Incr YES W B 0.84 Horz(fL) 0.15 9 n/a rda BCDL 7.0 Code IBC2006fFP12002 (Matra) Weight:155lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2 X 4 DF-N No.1/No.2*Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2 2 X 4 DF-N 240OF 2.0E WEBS 1 Row at midpt 2-15.8-13.4-0 WEBS 2 X 3 SPF Stud'Except' W12X6OFSS,W22X4SPFStd REACTIONS (lb/size) 1=1 05 210-3-9,9=1285103.9,14=108110-33 ( 3 BEARINGS Max Harz 1=356(LC 13) Max Upltft1=-325(LC 15),9=-408(LC 14),14--50(LC 12) Max Gmv 1=1397(LC 10),9=1642(LC 26),14=1094(LC 9) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3561/1021,2-3=-20951698,3-0=-1567/496,4-5=-2971178,5-0=-2771184,6-7=-2054/468,7-8=-2384/667,8.9=-3929/1081,9-10=0/34 BOT CHORD 1-19-5/2429,17-19=-7112423,16-17=-71/2423,15-16=-7112423,1 4-1 5=5 711 4 30,13-14=-8411736,12-13=-133/2789,11-12=1332789,11-20=-13312789,9-20=-985l3058 WEBS 2-17=01300,2-1 5=1 08 1194,8-1 l-M28,4-15-38266,6.13=0/397,8.13=-1148774,4-18=-17081163,6.18=1612/163,14-18=-125428,4-1 4=1 0411 1 70 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph:h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live bads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPi 1. 8)This truss has been designed for a total drag bad of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1.0-0,37.0-0 to 38.0-0 for 1000.0 pit. LOAD CASE(S) Standard Q'Q�OF ES 'x (01817 {� E - 9 Or( 0� Job Truss Truss Type Oty Ply ROSETTA CANYON IUCENTEX/RANEE , E-3585 T400D COMMON 12 1 Job Reference o ticnal niv runs,Inc.,Fontana, 5(GAR) 0 s May 07 MiTex Industries,Inc- Wed Jun 1 :17 age 1 r1-7-0 8-" 19-0-0 22-4-0 i 30-" 38-" 39-q 1-7-0 8-0-0 11-" 3-4-0 7-8-0 8-0-0 1-7-0 Scale=1:73. 4.00 F12 06= Camber=9116 in 8x8 6 4x5 5 7 4x6 4x8 04% 2x5 8 4x4 3 4 9 m 2 10 111� 1 0 17-2-0 c 18 17 16 15 14 13 12 3x7 2x4 11 06= 5x4= 05= 2x4 11 4x5= 4x7.5 MT16= 8-0-0 15.8-0 �7-21 22-4-0 30-M 38-0-0 8-0-0 7-8-0 1-0-0 5-2-0 7-8-0 8-0-0 Plate Offsets X Y: 3:0.1-12 0-2-0 4:0-3-0 Ede 5:0-4-0 G-2-0 6:0-W Ede 8:0-3-0 Ed a 9:0-1-12 0.2-O 19:0-2-0 0-1-0 LOADING(psf) SPACING 2-&0 CSI DF_FL in (loc) Mall Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.92 Vert(LL) -0.36 12-14 >680 360 MT20 197/144 TCDL 14.0 Lumber Increase 1,25 BC 0.93 Vert(M) .0.91 12-14 >270 240 MT16 152/158 BCLL 0.0 Rep Stress Ina YES WB 0.84 Horz(TL) 0.14 10 We n/a BCDL 7.0 Code IBC2006/rPI2002 (Malroc) Weight:157lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.111slo.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2 X 4 DF-N NoAlNo.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: B2 2 X 4 DF-N 240OF 2.0E 2-2.00c bracing:12-14. WEBS 2 X 3 SPF Stud*Except' WEBS 1 Row at midpt 3-16,9-14,5-7 W1 2 X 6 DF SS,W2 2 X 4 SPF SIA REACTIONS (lb/size) 2=1180/0-3-9,10=1286/039,15=1072M-3-8 ( 3 BEARINGS Max Harz 2--WLC 3) Max Uplift2=22(LC 5),10-77(LC 4),15=-33(LC 3) MaxGrav2=1180(LC 1),i0=1311(LC 10),15=1072(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,2-3=-2474/5,3.4=-14671./1,4 5=-1 32611 0 8,5-6=-114/14,6-7=-85111,7-8=-1704/118,8-9=-1797182,9-10=-2913/106,10-11=0/34 BOT CHORD 2-18=0/2263,17-18=02263,16-17=012263,15.16=011313,14-15=0/1617,13-14=2312680,1 2-1 3=2 312680,10-12=2312680 WEBS 3-18=OPL95,3 16=1036171,9.12=0/328,5 16=59265,7-14=01393,9-14=-1137/63,5-19=1692/145,7-19=1596/144,15-19=124321,5-1 5=1 0 211 1 68 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25R;TCDL=8.4psf;8C0L=4.2psf:Category ll;Exp 8;enclosed;MWFRS gable end zone;and vertical felt and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live bads. 4)Alt plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is Chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-0-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIrlPI 1. LOAD CASE(S) Standard QVofES Q LU r+L °C C01817 'O E - 9 OF C 4� Job Truss Truss Type tY IY ROSETTA CANYON II/CENTEX/RANEE ' E-3585 T40ODG GABLE 12 1 Job Reference o Uonal nwersa cuss,Inc..Fontana, A 92335(GAR) s ay 2Q 7 Mi ek I "shies,Inc. Wed Jun 18 18:43:26 2008 Page 1 -0 a 8 18-10-8 37-10-8 39-5-d i� T1 0-1-8 18-10-8 19-0-0 1-7-0 4.00 12 4x6= Scale=1:71. 11 12 13 14 15 4x4 10 16 4x4 4X6 i 9 N 17 4x6 4x4� 7 8 18 19 204x4 zz- 6 I-2 �° 0 21 3 4 $ N � 23 2 24 n 1 25 26 _ FULL BEARING TRUSSo 52 51 50 49 48 47 46 454443 42 41 40 39 38 37 363534 33 32 31 30 29 28 27 3x5- 44= 4x6=44= 4x4-4x6 - 44= 101� 37-10-8 0.1-8 37-10-8 Plate Offsets X Y: :0-1-12 0-2-0 6:0-3-0 Ede 9:0-1-12 0-2-0 13:0-3-0 Ede 17:0-1-12 0-2.0 20:0-3-0 a 21:0-1-12 0-2-0 LOADING(pst) SPACING 2-0-0 CS! DEFL in (be) Vdd Ud PLATES GRIP TOLL 20'D Plates Increase 1.00 TC 0.31 Vert(LL) -0.01 26 n/r 180 MT20 1971144 TCDL 14.D Lumber Increase 1.25 BC 0.30 Vert(TL) -0.01 26 rdr 80 BCLL 0.0 Rep Stress Incr YES W B 0.52 Horz(rL) 0.02 39 rda n/a BCDL 7.0 Code I1302006/TP12002 (Matrix) Weight:190 ib LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing direcidy applied or 5-2-6 oc pudins. BOT CHORD 2 X 4 DF-N No.1/No.2*Except' BOT CHORD Rigid ceiling directly applied or 5.7-10 or bracing. B2 2 X 4 DF-N 240OF 2.0E WEBS 2X3SPFStud OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 25=284/37-10.8,1=138/37-10-8,27=291/37-103,28=27/37-10-8,2 9=1 0 2137-1 0-8,30=146137-10-8,32=193137-10-8,33=69/37-10-8,34=121/37-10-8,37=215/37.10-8, 38=80137-103,52=339/37-10-8,51=3/37-10-8,50=108/37-10.8,49=143/37-10-8,47=194137-10-0,46=69137-10-8,45=120/37-10-8,42=216137-103,41=80/37-10-8, 48-19137-103,31-19137-10-8,43=19/37-10-8,36=19/37-10-8,40=104137-10-8,39=104/37-1" Max Hors 1=75(LC 13) Max Upk t25=481(LC 18),1=444(LC 17),27=-1(LC 13),28=45(LC 13),29=57(LC 10),30=-784(LC 18).32=588(LC 13),33=-52(LC 18X 34=-541(LC 18),37=527(LC 13).38=-18(LC 13), 52=-34(LC 12),51=-31(LC 27);50=-70(LC 11).49=-783(LC 11).47--679(LC 16),46=52(LC 11),45=543(LC 11),42=-523(LC 16),41=18(LC 12) Max Grav 25=719(LC 26),1=586(LC 27),27=293(LC 10),28=55(LC 10),29=172(LC 26).30-947(LC 26),32-832(LC 10),33-124(LC 28),34=673(LC 26),37=695(LC 10),38--ALC 28), 52=350(LC 9).51=26(LC 19).50=178(LC 27),49=939(LC 27),47=828(LC 9),46=124(LC 27),45=672(LC 27),42=695(LC 9),41=95(LC 25).48=46(LC 2),31=46(LC 2),43=45(LC 2),36=45(LC 2),40=106(LC 9),39=105(LC 10) FORCES (b)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-142211362,23=9311902,3.4=715/737,4-6=-588/602,55=-1039/1078,6-7=349/833,7-8=-740f/53,8-9=579/629,9-10=-675f/67, 10-11=3W/465,11-12=-2031293,12-13=-87/182,13-14=331176,14-15=198286,15-16=375/454,16-17=5661749,17-18=-574/611, 18-19=734/749,19-20=-043/828,20-21=1031/1045,21-22=5771573,22-23=-705/705,23.24=-917/867,24-25=-1426/1332,25-26=0133 BOT CHORD 152=126011339,51-52=-8091885,50-51=5371713,49-50=4971572,4849--3401416,4748=184/259,4647=576f759,4546-520/603, 44.45=363/446,4344=-285/368,4243=2071290,4142=376/448,4041=-220/292,3940=-l=180,38.39=216/288,37-38=312/444, 36.37=-202f278,35-36=-280/356,34-35=358/434,3334=514/590,32.33=-671R47,3132=-175/233,30-31=3311389,29-30=487/545, 28-29=528/686,27-28=8001858,25-27=-1269/1308 WEBS 24,2 7=-2 3213 8,2 3-28=5914 2,2 2-2 9=1 4718 2,21-30=-930/794,19-32=162140,18-33=105163,1734=555/552,16-37=182/65, 1538=-80127,2-52=-280/57,351=-49/36,450=146/83,5d9=-9241794,747=162V40,846=-105/63,9-05=553/554,1042=-182165, 1141=80/27,547--936/940,21-32=-942/953,17-37=-655J630,942=-654/625,1240=-09/0,14-39=88/0 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek'Standard Gable End Detail' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 14-0 oc. 8)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a total drag bad of 4440 lb. Conned truss to resist drag loads along bottom chord from 0-0-0 to 37-10-8 for 117.2 plf. LOAD CASE(S) Standard - --oQ1�C�FE C01817 1� E - - 9 44 \\ 'OF CA 0�` Job Truss Truss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T400E1 CAL HIP 1 Job Reference o floral Universal Truss,.Inc.,Fontana,CA 92335(GAR) TWO s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:43:30 2008 Page 1 1-7� q 7-11-11 30-0-5 38-0-0 T 1 1-7-0 7-11-11 22-0-10 7-11-11 Scale=1:72.2 Camber=3/16 in 4.00 12 5x6 48= 2x4 11 4x8= 5x6 44% 420 21 5 6 7 22 823 4x4 3 9 2 10 N 1 fM a _ a 3x5= 19 18 24 25 17 16 15 14 13 26 127 11 3x5 2x4 11 4x8= 5X6= 48= 2x4 11 4x8 2x4 11 4X6= 20-11-8 38-0-0 20-11-8 17-0-8 Plate Offsets(X.Y), [3:0-1-12 0-2-0 .0-1-12 0-2-0 15.0-2-8 0-2-0 17:0 3-0 0-0-8 LOADING(per SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ltd PLATES GRIP TOLL 20.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.10 16-18 >999 360 MT20 197/144 ICUL 14.0 Lumber Increase 125 BC 0.53 Vert(TL) -0.28 16-18 >883 240 BCLL 0.0 Rep Stress Ina NO WB 0.96 Horz(TL) 0.07 10 rda n/a BCDL 7.0 Cade IBC200B/TP12002 (Matrix) Weight:294lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No2*Except* TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc pudins,except T2 2 X 4 OF No,t&Btr 0-0-0 oc pudins(6-M max.):4-8. Except; BOT CHORD 2 X 4 DF-N No.1/No.2 6-0-0 oc bracing:4-8 WEBS 2 X 3 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W 1 2 X 4 SPF Std,W 1 2 X 4 SPF Std,W2 2 X 4 SPF Sid WEBS 1 Row at midpt 5-15 REACTIONS (Iblsize) 10=104510-3-0,2=164010-3-8,15=486310-3-8 3 13E:AR1MCS j Max Horz2=41(LC 3) Max Upliftl0--24(LC 4),2=90(LC 3),15=-274(LC 4) Max Gm 10=1059(1-C 10),2=1651(LC 9).15=4863(LC 1) FORCES (b)-Maximum CompressbNMaximum Tension TOP CHORD 1-2=0/34,2-3-3848/159,3-4-3927/297,4-20=-3793/308,20-21=-3793/308,5-21.3793/308,5-0--117/2881,6.7=-117/2881,7-22=-2291/232,22-23=-2291/232,8-23=-22911232, 8-9=-2365/222,9-10=2626/118 BOT CHORD 2-19=-140/3569,18-19=-140/3569,18-24=156/2413,24-25=-156/2413,17-25=156/2413,16-17=-156/2413,15.16=-156/2413,1 4-1 5=-56167 4,1 3-1 4=-56167 4,13-26=-56/674, 26-27=-56/674,12-27=56/674,11-12=-84/2431,10-11=-84/2431 WEBS 3-19=01141,3-18=150/399,4-18=356/190,5-1 8=1 1 311 50 1,5-1 6=013 57,5-15=-5552/338,6-15=-1014/175,7-15=-3883/254,7-13=0/221,7-12=-12211835,8-12=586/174,9-12=-248/42, 9-11=0/182 NOTES 1)2-ply truss to be connected together with l Od(0.131"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc. Webs connected as 16kcim:2 X 3-1 row at D-9-0 oc,2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf,Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL-1.33 plate grip DOL=1.06. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurTent with any other live loads. 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)Girder carries hip end with 8-0-0 end setback and tie-in span of 2-0-0 from subgirder. 10)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2.10d nails. LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(A Vert:1=4=-68,4-8=-165,8-10--M,2-10=-34(F=-20) ��� � Concentrated Loads(lb) Vert:20=-680 23=-680 �Q °C (01817 E Of CA 04 Job Hiss ]Th=-7Vw Qty MY ROSE CANYON WCENTEX/RANEE . � E-3585 T400E CAL HIP 1 Job Reference o ional UNvereal Truss,Inc., 335(G 7.000 s May 29 20 7 Mi ek ndustries,Inc. Wed Jun 18 16:43:29 2008 Pagel 1r 7-U 7-11-11 30-0-5 38-0-0 39-7-q 1-7-0 7-11-11 22-0-10 7-11-11 1-7-0 Scale=1:72.15 Camber=3/16 in 4.00 12 54 4x8= 2x4 II 4x8= 5x6 4X4 4,21 22 5 6 7 23 824 4x4 3 9 2 10 u7 3X5 20 19 25 26 18 17 16 15 14 27 118 12 3X5 Z A 11 4x8= 5x6= 4x8= 4X6 X4 2 )I 4x8— 2X4 11 L 20-11-8 38-0-0 20-11-8 17-0-8 Plate Offsets X 3:0-1-12 0-2-0 901-12 0-2-C, 16:0-2-8 0-2-0 18:0-3-0 0.0-8 LOADING(psf) SPACING 24)-0 CSI DEFL in (loc) Waft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TIC 0.71 Vert(LL) -0.10 17-19 >999 360 UT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.28 17-19 >883 240 BCLL 0.0 Rep Stress Ina NO WB 0.85 HaAM) 0.07 10 nla rda BCDL 7.0 Cade IBC2006/TPl2002 (Matrbt) Weight:299 lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2*Except' TOP CHORD Structural wood sheathing directly applied or 5-03 oc pudins,except T2 2 X 4 DF No.t&Btr 0-"oc purlins(6-0-0 max.):4-8. Except. BOTCHORD 2 X4 DF-N No.1/No2 6.0-0 oc bracing:4-8 WEBS 2 X 3 SPF Stud-Except' B01 CHORD Rigid ceiling directly applied or 10-"oc bracing. W1 2 X 4 SPF Std,W1 2 X 4 SPF Std,W2 2 X 4 SPF Std WEBS 1 Row at midpt 5.16 REACTIONS (lb/size) 2=164110-3-0,16=485310-3-8,10=1174N-3-8 r 3 BEARINGS Max Harz 2=33(LC 3) ` Max UpIM=-91(1-0 3),16=-270(LC 3).10=-67(LC 4) Max Grav2=1652(LC 9),16=4853(LC 1),10=11Ba(LC 10) FORCES, (lb)-Maximum CompressioNMaxlmum Tension TOP CHORD 1-2=0/34,2-3=-3a50/161,3-4=-3929/299,4-21=-37951309,21-22=3795/309,5-22=-37951309,5b=-112/2866,6-7=-1 1 212 86 6,7-23=2274f231,23-24=-2274/231,8-24--22741231, 8-9-2346221,9-10=-2549195,10.11=0134 BOT CHORD 2-20=-13413570,1&20=-134/3570,19-25=1522417,25-26=-1522417,18.26=-1522417,17-18=-f5212417,16-f7=-152/2417,75-16-45/671,14-15=175J671,14 27=45f(571, 27-28=-451671,1328=-451671,12-13=-412353,10-12=-412353 WEBS 3-20=0/141,3.19=-150/400,4-19=-355/189,5.19=-111/l495,5-17=01357,5-16=55471336,6-16=1014/175,7-16=3W3243,7-14=0/220,7-13=-112/1819,8-13=5951173,9-13=-222/68, 9.12-0/173 NOTES 1)2-piy truss to be connected together with 1 Od(0.131'x3')nails as follows: Top chords connected as follows:2 X 4-1 row at 0.9-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 X 3-1 row at 0-9-0 oc,2 X 4.1 row at 0-9-0 oc. 2)All loads am considered equally applied to all plies,except d noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only leads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf:BCDL=4.2psf,,Category Il;Fxp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 5)Provide adequate drainage to prevent water pending. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 9)Girder carries hip end with 8-"end setback and lie•in span of 2-M from subgirder. 10)Design assumes 4x2(flat orientation)puffin at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) �----�. Vert:1-4=tea,a$=-1sa a-11={8,z-1o=34(F=-2o) R©�IS Concentrated Loads(lb) Vert:21=580 24=-080 9Q CO1817 E - 9 CA �� .nb Truss Truss Type Qty Pry ROS ETTA CANYON 11lCENTEX/ftANEE E-3585 T400F1 CAL HIP 1 1 Job Reference o ional niversal Truss,Inc., ontana,CA 92335( AR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:43: 2 2008 P55e 1 9-11-11 28-0-5 38.0-0 9-i1-11 18-0-10 9-11-11 Scale=1:71.3 Camber=3116 in 4.00 12 54 3 5x8= 2x4 11 4x8= 8 5x6= 2 7 4 5 6 7 L 1 9 O N r3 0 0 3x5 16 15 14 13 12 11 10 3x5= 4X4= 5X6= 4x8= 2x4 II 4x4= 4X6= 20-11-8 38-0-0 20-11-8 17-0-8 Plate Offsets X Y: 4:04-00.2-12 15430 0- 8 LOADING(pad SPACING 2-" CSI DEFL in (loc) Vdel Ltd PLATES GRIP TCLL 20.0 Plates Increase 1,00 TC 1.00 Vert(LL) -0.09 1-16 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.27 1-16 >926 240 BILL 0.0 Rep Stress Intx NO WE 0.63 Horz(7L) 0.06 9 We nla BCDL 7.0 Code IBC20061TP12002 (Matrix) Weight:142lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1Mo.2 TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins,except BOT CHORD 2 X 4 DF-N No.1lNo.2 0-M oc purlins(4-8-15 max.):2-7. Except: WEBS 2 X 3 SPF Stud'Except- 4-9-0 oc bracing:2-7 W1 2 X 4 SPF Std,W1 2 X 4 SPF Std,W2 2 X 4 SPF Std BOT CHORD Rigid ceiling directly applied or i 0-0-0 oc bracing. �a WEBS 1 Raw at midpl 4-i3,6-13 REACTIONS (lb/size) 1-73710-M,9=55010-M.1 3=1 941 10-3-8 J BEARINGS Max Fort 1=15(LC 4) Max Upift1=26(LC 3),9=-21(LC 4),13-.67(LC 3) Max Grav 1=751(LC 9),9=570(LC 10),13=1941(LC 1) FORCES (lb)-Maximum CompressiordMaxlmumTension TOP CHORD 1-2=-1726/90,2-3=-61/0,2-17=-1581/127,4-17=-15811127,4-5=011 1 40,5-6=011 1 40,6-1 8=-1 0 1 811 09,7-18=-1018/109,7-8=-0110,7-9=1128f72 BOT CHORD 1-16=Wl578,15-16=-131987,14-15=-131987,1 3-1 4=-1 3198 7,12-13=01285,11-12=0/285,1 0-1 1=0128 5,9-10=18/1008 WEBS 2-16=90F31,4-16=&31675,4-14=01210,4-13 2169f90,5 13=�143f62,6 13-1472I66,6 11=0(110,510 -021065,7-10 245t69 NOTES 1)Unbalanced roof Ike loads have been considered for this design. 2)Wind:ASCE 7-05-,85mph;h=25ft;TCDL-8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding, 4)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live bads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w12-t Od nails. LOAD CASE(S) Standard Q S Q� m iu rrr cc C0181Y - 9 Or C 0 . Job cuss Truss Type ty, Ply �ROS'TTACANYO)uN II/CENTFXURANEE E-3585 T40OF CAL HIP 1 b Reference o lionain nrss rk, on na, A 5 70 ay 29 2007 Mi of n stnes,Inc.Wed Jun 1 N 1 :31 20 8 age 1 r1-7-0, 9-11-11 28-0-5 38-0-0 a9-74 1-7-0 9-11-11 18-0-10 9-11-11 1-7-0 Scale=1:72.6 Camber=3/16 in 4.00 V2 54 - 4 5x8= 2X4 II 4x8— 9 5x6 3 9 5 6 7 8 ti 1 2 10 111m ' d o 3X5 18 17 16 15 14 13 12 3x5= 4x4= 5x6= 4x8- 2x4 II 44= 4X6= 20-11-8 38-0-0_ 20-11-8 17-" Plate Offsets : 5 0-4-0 0-2-12 17:0-3-0 0 LOADING(psf) SPACING 2-M CS! DEFL in poc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.97 Vert(LL) -0.08 2.18 >999 360 MT20 1971144 TCDL 14.0 Lumber increase 1.25 BC 0.52 Vert(TL) -0.24 2-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.06 10 nla n/a BCDL 7.0 Code IBC2006ITP12002 (Matra) Weight:147lb LUMBER BRACING I OP CHORD 2 X 4 DF-N No.1fND.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins,except ROT CHORD 2 X 4 DL-N NoAtNo.2 0-0-0 oc pudins(4-9-7 max.):3-0. Except: WEBS 2 X 3 SPF Stud'Except' 4-9-0 oc bracing:3-8 W 1 2 X 4 SPF Std,W1 2 X 4 SPF Sid,W2 2 X 4 SPF Sid BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Usize) 2=6 6510-3-8,15=192510-3-8,10=679/0-3-6 ( 3 BEARINGS )WEBS 1 Row at midpt 5-15,7-15 Max Horz 2--27(LC 4) Max Uplitt2=-W(LC 3),15=-6i4(LC 3).10=-"LC 4) Max Grav 2=879(LC 9),15=1925(LC 1).10=699(LC 10) FORCES (b)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,2-0=-1690178,3-4=-01/0,3-19=-1545/114,5-19=15451114,5-6=(11125,6-7=0/1125,7-20=-9831102,8-20=-9831102,8-9=-0110,8-10--1095165,10-11=0/34 BOT CHORD 2-18=-3011541,17-18=-71984,16.17=-7/984,15-16=-71984,14-15-0/284,13-14=0/284,12-13-OrA4,10-12=0/974 WEBS 3-18=-90192,5-1 8=-4916 3 8,5-16--01212,5-15=2154/83,6-15=-041/61,7-15=-1459158,7-13=0/113,7-12=251825,8-12=-242166 NOTES 1)Unbalanced roof We loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4pst;BCDL=41psf;Category 11;Exp B;enclosed;MWFRS gable end Zone;end vertical left and right exposed; Lumber DOL=1-33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in accordance with the 20061ntemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard �QRUf ES w rn C018175 -A- E 9 IL OF CA °�`/ Job Truss Truss Two Qhy r`ly ROSETTA CANYON II/CENTEX/RANEL E-3585 T400H1 CAL HIP 1 1 _ Job Reference(optional) _ niversal Truss,Inc.,Fontana,CA 92335 7.000 s May�007 MiTek Industries,Inc. W Jun 1B 16:43:36 2008 Page 1 6-4-7 11-11-11 19-0-0 26-0-5 31-7-9 38-0-0 6-4-7 5-7-4 7-0-5 7-0-5 5-7-4 6-4-7 Scale=1:71.3 Camber=318 in 4.00 F12 8X8 4x5= 4x5= 8x8 3 17 5-0-0 196 4x4% 4x4 2 c 7 N � w 1 8 L ni I d o 3x6— 16 15 14 13 20 12 11 10 9 3X5— 2x4 11 48= 44= 2x4 II 4x6= 4X8= 2x4 11 2X4 11 20-11-8 6-4-7 18-2-0 19 Or0 31-7-9 38-0-0 64-7 11-9-9 0-10-0 10-8-1 6-4-7 1-11-8 Plate 09sefs 2:0-1-12 0-2-0 3:0-0-0 0-2-8 6:04-0 0-2-0 :0-1-12 0-2 LOADING(psfj SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0,96 Vert(U-) -0.24 13-15 >999 360 MT20 197P44 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.60 13-15 >412 240 BCLL 0.0 Rap Stress Incr NO WB 0.60 Horc(TL) 0.11 8 n1a Ma BCDL 7.0 Code 18C2006/TPI2002 (Matrix) Weight:173lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.t/Ne.2*Except* TOP CHORD Strucluraf woad sheathing directly applied or 35-0 oc pudins,except T2 2 X 8 DF SS 0-"oc purlins(4-"max.):3-6. Except: BOT CHORD 2 X 4 DF-N No.1/No.2 4-M oc bracing:3-6 WEBS 2 X 3 SPF Stud"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2 2 X 4 SPF Std,W2 2 X 4 SPF Sid,W1 2 X 6 OF-N No.3 REACTIONS (lb/size) 1=103310-3-8,8=83oro-3.8,12=207010-3-8 ( 3 BEARINGS Max Harz 1=31(LC 3) Max Uplift1=-59(LC 3),8=41(LC 4),12=119(LC 4) Max Grev 1=1039(LC 9),8=830(LC 1).12=2070(LC 1) FORCES (Ib)-Maximum Compression/Maximurn Tension TOP CHORD 1-2=-25581182,2-3=-20061194,3-17=-18851195,4-17=-1885/195,4-18-1068H57,5-18=1068/157,5-19=11641135,6-19=-1164/135,6-7=-1280/132,7-8--1949/130 HOI CHORD 1-16=-157/2355,15-16=-15712355,14-15=90/1066,13-14=-90/1066,13-20=90/1066,12-20=90/1066,11-12=-90/1066,10-11=90/1066,9-10=-7611782,8-9=-7611782 WEBS 2-16=U198,2-15=-531142,3-15-333/48,4-15=-09/1083,512=-18281166,5-10=-107/326,6.10=0/259,7-10=f75148,7-9=0120 9,4-13=55/77 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCF 7-05;85mph;h=25ft:TCDL=8.4psf;BCOL=4.2psf;Category II;Erp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumoor DOL=1.33 plate grip DOL-1.06. 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 pat bottom chord live load nonconctirre t with any other live loads. 5)This buss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2 0 0 wide will tit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)Girder carries tie-in spans of 2-M from front girder and 5-0-0 from back girder. 9)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). LOAD CASE(S) Standard Except: 1)Regular Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-08,3-17=-68,5-18=119(8---51),&19=-68,6-0=58,1-8=-14 Concentrated Loads(lb) Vert:17=-153 19=-15320=-75(F) Trapezoidal Loads(pit) Vert:17=58-to-18=-119,5=-1214o-19=-08 �HS Cc 1[01817 � 1 r E *�? Job Truss Truss Type Rty Ply ROSETTA CANYON IIICENTEXIRANEE E-3585 T400H CAL HIP 1 1 Job Reference(optional) Universal Truss,Inc.,Fontana,CA 92335(GAR) 7.nnA sI may 292W MiTek Industries,Inc. WRI Jun 18 16:43: age 1 r1-7-9 6-4-7 11-11-11 19-0-0 26-0-0 31-7-9 38-0-0 39-7-0 1-7-0 6-4-7 5-7-4 7-0-5 7-0-5 5-7-4 6-4-7 1.7-0 Scale=1:74.1 Camber=3/8 in 8x8 4.00 F12 45= 4x5= Sx8 4 19 J�205! �G 217 4x4� 44 3 c 8 Ci °Q 9 N a r�3 1 2 9 101; o c 3x6— 18 17 16 15 22 14 13 12 11 3x5- 2x4 II 4X8= 4X6= 2x4 II 46= 4X8= 2x4 II 2x4 II 20-11-8 64-7 , 18-2-0 19-0r0 31-7-9 IL 38-0-0 64-7 11-9-9 0-10-0 10-8-1 6-4-7 1-11-6 Plata Offsets X Y: 3:0.1-12 0-2-0 4:0-4-0 0-2 :04-0 0-2 8:0-1-12 0-2 LOADING(psf) SPACING 2-M CSI DEFL In (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.95 Vert(L-) -024 15-17 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(n) -0.80 15-17 >416 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 HorArL) 0.11 9 n1a n1a BCUL 7.0 Code IB02006ITPI2002 (Maw) Weight:177lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2"Except' TOP CHORD Structural wood sheathing directly applied or M-6 cc purlins,except T2 2 X 8 DF SS 0-0-0 oc pudins(4-2-2 max.):4-7. Except: BOT CHORD 2 X 4 DF-N No.1/No.2 4-2-0 cc bracing:4-7 WEBS 2 X 3 SPF Stud`Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing. W2 2 X 4 SPF Std,W2 2 X 4 SPF Std,W1 2 X 6 DF-N No.3 REACTIONS (lb/size) 2=1161/0-3.8,14=2053/038,9=960/0-3-8 3 BEARINGS ) Max Herz 2=43(LC 3) Max Uplift2=-100(LC 3).14--111(LC 4),9=-85(LC 4) Max Grav 2-1 166(LC 9),14=2053(LC 1),9=960(LC 1) FORCES (b)-Maximum CompressionNaximum Tension TOP CHORD 1-2=0134,2-3=-2513/167,3-4=-1996/192,4-19=-1877/193,5-19=-1877/193,5-20=1067/160,6.20=-1067/160,6-21--1165/141,7-21=-1165/141,7.8=-1279/138,8-9=-1912(123, 9-10=0134 BOT CHORD 2-18=-13412310,17-18=-134/2310,16-17=-8511067,15-16=-8&1067,15-22=-85/1067,14-22=-0511067,13-14=-t3511067,12-13--8511067,11-12=-49/1744,9-11=-49/1744 WEBS 3-18=4/192,3-17=-490/27,4-17=337/49,517=-4311068,6-14=1813/159,6.12=-107/316,7-12=0/255,8-12=-033/32,8-11=0/203,5-15=55/77 NOTES 1)Unbalanced roof Nve loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber D0L=1.33 plate grip DOL=1.06, 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rechangie 3-0-0 tall by 240-0 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 8)Girder carries tie-in spans of 2-0-0 from front girdor and 5-M from back girder. 9)Design assumes 4x2(flat orientation)pudins at cc spacing indicated,fastened to truss TC wl2-1 Od nails. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular;Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-0=-88,4-19=-08,6-20=-119(B=-51),7-21=-08,7-10=68,2-9=14 Concentrated Loads(lb) Vert:19=-153 21=153 22=75(F) Trapezoidal Loads(ptf) Vert.19=-08-to-20=119,6=-1214o-21=-08 /�Q4E5 w m C418175 E 9 `\`�\OF CA p� Job - Truss Truss Type aty ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T400J1 CAL HIP 1 1 Job Reference o tionai niversal Truss,Inc.,Fontana,CA 92335(GAR) 7.00 s May 29 2007 Mi a ndustries,inc. Wed Jun 1 8 16:43: 8 age 1 6-4-7 13-11-11 19-0-0 24-0-5 31-7.9 38-0-0 6-4-7 7-7-4 5-0-5 5-0-5 7-7-4 6-4-7 Scale=1:71.3 Camber=5/16 in 4.00 F12 8X8 q 4x5= 4x5= 8 8x8 I 3 9 a 500 r 7 4x4 4x4 ZZ 2 9 o N a yl u� 1 10 1 tCl) 3x6 18 17 16 15 21 14 13 12 11 3x5 2X4 11 4x8= 46= 2x4 11 4x6= 48— 2x4 11 2X4 11 20-11-8 6A-7 18-2-0 18-0T0 31-7-9 38-0-0 64-7 11-9-9 0.10-0 10-8-1 6-4-7 1-11-8 Plate Offsets 2:0-1-12 0-2-0 9:0-1.12 0-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Weill Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.18 15-17 >9% 350 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0,51 15-17 >490 240 BCLL 0.0 Rep Stress Incr NO W B 0.55 Horz(TL) 0.09 10 n1a n1a BCDL 7.0 Code I802006TP12002 (Matrix) Weight:1781b LUMBER BRACING TOP CHORD 2 X 4 DF-N No.t/No.2*Except, TOP CHORD Structural wood sheathing directly applied or 3$6 oc pudins,except T2 2 X 8 DF SS 0-0-0 oc pudins(5--9 max.) 3-7. Except: GOT CHORD 2 X 4 DF-N No.1/No.2 5-9-0 oc bracing:3-7 WEBS 2 X 3 SPF Stud'Excepr BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. W2 2 X 4 SPF Sid,W2 2 X 4 SPF Sid,W 1 2 X 6 DF-N No.3 REACTIONS (lb/size) 1--924/0-3-8,10=762/0-3-8,14=164310-M t 3 BEARINGS Max Herz 1=24(LC 4) Max Upliftl=-37(LC 3),10=30(1-C 4),14=-45(LC 4) Max Grav 1=936(LC 9),10=762(LC 1),14=1643(LC 1) FORCES (lb)-Maximum CompressionlMaximurn Tension TOP CHORD 1-2--2250/116,2-3=1676/123,3-4=71/0,3.19=-1567/153,5-19--1567/153,56=-8221130,6-20=-966/130,7-20=-9661130,76=-71/0,7-9=-1070/99,9-10=1741/97 GOT CHORD 1-18=-MO65,17-18=-88/2065,16-17=30/822,15-16=601822,15-21=-30/822,14-21=-30/822,13-14=-001822,12-13--30/822,1 1-1 2=-4 611 585,10-11=46/1585 WEBS 2-18=0/199,2-17=-561/44,3-17=-281/37,5.17=-30/997,6-14=-1422(94,6-1 2=-1 4 314 94,7-12=0/248,9-12=678147,9-11=01209,5-15=-02183 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h-25ft;TCDL=B 4psf;6CDL=4.2pst;Category II;Ecp B;enclosed;MWFRS gable end zone;end vertical left and right exposed;.Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water pending, 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)"This truss has been designed for a live load of 20.apsf on the bottom chord In all areas where a rectangle 36-0 tall by 241-0 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSLITPI 1. 8)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC wl 2-10d r0s. 9)In the LOAD CASE(S)sedan,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular:Lumbar Increase=1.25,Plate Increase-1.00 Uniform Loads(pit) Vert:1.3=-68,3-4=68,3-19=-28,19-20=68,7-20=28,7.8=68,7-10=-68,1-10--14 Concentrated Loads(Ib) Vert:21=-75(F) oQV'pf E m C01817 £ - 9 ®P C p4 Job Truss FCAL Type jQty JP717---ROSIETTA CANYON II/CENTEX/RANEE • E-3585 Tuss HIP 1 1 Job Reference(optional) _ Universal Truss,Inc.,Fontana,_CA 92a35(GAR) 7.000 s May 29 007 M7ek Industries,Inc. Wed Jun 18 16:43:37 2008 Page 1 r1-7-1 6-4.7 13-11-11 r 19-0-0 24-0-5 31-7-9 i 38-0-0 _'i�9 774 1-7-0 64-7 7-7-4 5-0-5 5-0-5 7-7-4 6-4-7 1-7-0 Scale=1:74.1 Camber=5116 in 4.00 12 8x8' 5 4x5= 4X5= 9 8x8 . 4 1 4x4 4x4 3 0 10 q r N 1 2 11 121� d o 3x6 20 19 18 17 23 16 15 14 13 3x5— 2x4 11 4x8= 4X6= 2x4 11 46= 4x8= 2x4 I I 2x4 I 20-11-8 6-4-7 18-2-0 imo 31-7-9 38-0-0 6-4-7 11-9-9 0-10-0 10-8-1 6-4-7 1-11-8 Rate offsets :0-1-12 0-2-0 10-0-1-12 0-2-0 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Weft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.82 Vert(LL) -0.17 17-19 >999 360 MI20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0,71 Ven(TL) -0.50 17-19 >497 240 BCLL 0.0 • Rep Stress Incr NO WS 0.54 Horz(TL) 0.09 11 Na n1a BCDL 7.0 Code IBC2006ffP12002 (Matrix) Weiyht:183lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No2*Except TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins,except T2 2 X 8 DF SS 0.041 oc pudins(5-9-0 max.):4-8. Except: BOT CHORD 2 X 4 DF-N No.1/No.2 5-9-0 oc bracing:4-8 WEBS 2 X 3 SPF Stud-Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W 2 2 X 4 SPF Std,W2 2 X 4 SPF Std,WI 2 X 6 DF-N No.3 REACTIONS (lb/size) 2=1052/03-8,16=1626f0-3-8,11=89ZOJ-0 ( 3 BEARINGS Max Horz2=36(LC 3) Max Up1t112=-78(LC 3),16=-37(LC 4),11=-74(LC 4) Max Grav2=1063(LC9).16=1626(LC 1),11=892(LC 1) FORCES (lb)-Maximum ComprerssionlMaximum Tension TOP CHORD 1-2=0/34,2-3=22051101,3-4=-1665f121,45=-7110,4-21=1558f151,6-21=1558f151,6-7=-8231133,7-22=9661136,8-22=966f136,8-9=-71f0,8-10=-1069f105,10-11=1704f90, 11-12=0/34 BOT CHORD 2-20=-65/2019,19-20=55/1019,18-19=251823,17-18=25f823,17-23=25823,.16-23=-25/823,1516=-25/823,14-15=-251823,13-14=18/1547,11-13=18f1547 WEBS 3-20=0/193,3-19=320/29,4-1 9=-28513 7,6-19=-24f982,7-18=-1407/87,7-14=14,V485,8-14=&243,10-14=-&W31,10-13=0202,6-17=-32183 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Ecp B;enclosed:MVVFRS gable and zone;end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconeunent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this buss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in aft areas where a rectangle 3-6-0 tal(by 2-0-0 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)Design assumes4x2(flat orientation)purtins at oc spacing indicated,fastened to truss TC w12.10d nails. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front IF)or back(6). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-68,45=58,4-21=-28,21-22=-08,8-22=28,8-9=-68,8-12=68,2-11=-14 Concentrated Loads pb) Vert:23=75(F) Q-,O�F.S m (01817 * E - 9 OF C p4 Job Truss Truss Type aty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T400K1 CAL HIP 1 1 Job Reference o(Tonal Universal Truss,Inc., ontana,CA 92335( AR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:43:42 00 6-4-7 15-11-11 22-0-5 31-7-9 38-0-0 �9-7 9 6-4-7 9-7-4 6-0-10 9-7-4 6-4-7 1-7.0 Scale=1:80.3 2x6 I Camber=5/16 in _ 5x6= 5X6 4x5- 4.00 12 12x.12= Sx8 5 7 8x8 3 9 44 4x4 77 10 al 2 9 1 1 1 N 11 12 r3 Im d 17-4-0 d 3x5 20 19 18 17 21 16 15 14 13 3x 2X4 11 48- 46= ac4 I I 4x6= 4x8= 2x4 11 2X4 I I 6-4-7 18-2-0 20-11-8 31-7-9 38-0-0 6-4-7 11-9-9 2-9-8 10-8-1 6-4-7 Plata Offsets KY'. 2'.0 1-12 U 2-0 4.p 6-0 0 2-12 0-2-0 0 2 6 10.4-1-12 0 2-0 LOADING(psi SPACING 2-M CS11 DEFL in (lac) 11defl L/d PLATES GRIP TO 1 20.0 Plates Increase 1.00 TIC 0.92 Vert(LL) -0.17 17-19 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1_25 BC 0.68 Vert(iL) -0.45 17-19 >546 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.08 11 Na Na BCDL 7.0 Code IBC20061TP12002 (Matt) Weight:197lb LUMBER BRACING TOO CHORD 2 X 4 DF-N No.1/No.2*Except' TOP CHORD Structural wood sheathing directly applied or 3-9-14 oC pudins,except T2 2 X 8 DF SS 0-"or pudins(10-"max.):3-9,5.7. Except: BOT CHORD 2 X 4 DF-N No,1/N0.2 1 Row at midpt 6-9 WEBS 2 X 3 SPF Stud-Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2 2 X 4 SPF Std,W2 2 X 4 SPF Sid,W 1 2 X 6 DF-N No.3 JOINTS 1 Brace at Jt(s):4,6 REACTIONS (lb/size) 1=871ro36,16=157510-3-6,11=84M-3-8 3 BEARINGS Max Harz 1=64(LC 4) Max Upliftl=34(LC 3).11=-62(LC 4) Max Grav 1=895(LC 9).16=1575(LC 1).11=842(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=21291107,2-3=-15391113,3-5=-18/194,3-0=-1492196,4-6=-773170,6-8=-936f/0,8-9--974/71,7-9=51240,9-10=-911/66,10-11=-1553/52,11-12=0/34,5-7=0/148 BOT CHORD 1-20=9211950,19-20=-9211950,18-19-301736,17-18=-301736,17-21=-30A36,16-21=-301736,15-16=-301736,14-15=-301736,13-14=011405,11-13=011405 WEBS 2-20=01201,2-1 9=5 8 414 5,3.19=217137,4-19=-311899,6.1 6=-1 3 64140,6-14=-19314 75,9-14=0(275,10-14=-045133,1(3 13=02(32,4-1 7=-22192,4-5=414I52,7-8=-550156 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft:TCDL=8.4psf;BCDL=4.2psf,Category II;Fxp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL-1.33 plate grip DOL=1.06, 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f f between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)Design assumes 4x2(flat ofientation)purfins at oc spacing indicated,fastened to truss TC w/2-10d nails. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase 1.25,Plats Increase=1.00 Uniform Loads(ptf) Vert:1-3=68,3-5=-68,7-9=-68,9-12=68,1-11=-14,5-7=-08 Concentrated Loads(lb) Vert:21=-75(F) �1�oFEs (01817 E - 9 -A. OF C �� Job Truss Truss Ty pa Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T400K CAL HIP 1 1 Job Reference o tional Universal Truss,Inc.,Fontana,C 92335(GAR) T 0 s May 29 2007 Mi a nduslries,Inc. Wed Jun 18 16:43:40 208 Page 1 r1-7-0 6-4-7 15-11-11 22-0-5 31-7-9 38-0-0 39-7-9 1-7-0 6-4-7 9-7-4 6-0-10 9-7-4 6-4-7 1-7-0 Scale=1:81.0 2x6 11 Camber=1/4 in _ 5x6 5x6 4x5= 4.00 12 12x12= Sx8% 6 8 8x8 .4 7 10 4x4 5- 4x4 3 11 o v q co 2 N 12 13 r%1 1 I� d 17-4-0 d 3x5 21 20 19 18 22 17 16 15 14 2X4 11 4x8= 4x6= 2x4 11 4x6= 4xB 2X4 11 2X4 I 6-4-7 18-2-0 20-11-8 31-7-9 38-0-0 1 6-4-7 11-9-9 2.9-8 10-8-1 6-4-7 Plate Offsets X Y: 3:0-1-12 0-2-0 5:0- 0 0-2-12 8:0-2-0 0-2-a 11:0-1-12 0-2-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plates lncreaso 1.00 TC 0.92 Vert(LL) -0.17 18-20 >999 360 MT20 197/144 TCDL 14.0 Lumtx�r Iraease 1.25 BC 0.66 Vert(fL) -0,45 18-20 >553 240 BCLL 0.0 Rep Stress Ira NO WB 0.50 Horz(TL) 0,08 12 r11a n/a BCDL 7.0 Code IBC20061TP12002 (Matrbo Weight:1991b LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No 2•Exra!pt" TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc puriins,except .T2 2 X 8 OF SS 0-M oc pudins(10-0-0 max.):4-10,6-8. Except: DOT CHORD 2 X 4 ll NoA/No.2 1 Row at midpt 7-10 WEBS 2 X 3 SPF Stud'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2 2 X 4 SPF Std,W2 2 X 4 SPF Sid,W 1 2 X 6 DF-N No 3 JOINTS 1 Brace at Jt(s):5,7 REACTIONS (lb/size) 2=997/035,17=1569/0-3-8,12=84310-3-8 3 BEARINGS , Max Horz 2=56(LC 3) Max UQIifl2=-75(LC 3),12=52(LC 4) Max Grav 2=1022(LC 9),17=1569(LC 1),12=843(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,2-3=2082/90,3-4=1526/109,4-6=-21/191,45=-1480J92,5-7=-768/68,7-9-935170,9-10=-973171,8-10=-51237,10-11=-914/66,11-12=•1556152,12-13=0134,6-8=0/146 ROT CHORD 2-21=-75(1903,2 0-21=-7511 9 0 3,19-20=-3Of734,18-19=-3Of734,18-22=30/734,17-22=30/734,16-17=-30f734,15-16=-30f734,14-15=0/1407,12-14-011407 WEBS 3-21=0/194,3-20=-542f30,4-20=-224/39,5-20=28AM,7-17=-1358140,7-1 5=-1 8 8147 7,10-15=01272,11-15=-045/33,11-14=01202,5-1 8=-2319 2,5-6=4110152,8-9=-548156 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind;ASCF 7-05;85mph;h=25ft;TCDL-8.4psf;BCOL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end verticaf felt and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chard live load nonconarment with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will flt between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 8)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC wl2-1 Od nails. 9)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular Lumber Increase=1.25,Plate lncrease=1,00 Uniform Loads(pli) Vert:14=-68,4.6=-68,8-10=58,10-13=68,2-12=-14,"=-68 Concentrated Loads(lb) Vert:22=-75(F) OPUS w rn (01817 OF CA 4@ Job Truss Truss Type �()ty �Pty ROSETTA CANYON II/CENTEX/RANEE E-3585 T40OL1 CAL HIP 1 1 Job Reference o tional nivrsal Ue Taus,Inc.,Fontana,CA 92335(GAR) TDo0 s May 29 2007 Mi ek Industries,Inc. ed Jun 18 16:43:45 20 8 age 1 17-11-11 20-0-5 38-0-0 9-7- 17-11-11 2-0-10 17-11-11 1-7-0 Scale=1:82.2 2x6 11 Camber=5116 in 2x4 I 2x4 11 4.00 F12 Sx8% 5 7 9 10 4x512 — I = 8x8 4x4 3 4 25 116412 4x6 4x4% 13 2 c 14 ao - 0 u, 1 a 15 16 r v k+ I� c 17-4-0 d 3z5= 24 23 22 21 27 20 19 18 17 3x = 2x4 11 4x8= 4x6= 2x4 I 1 46= 4x8= 20 11 2x4 I I } 18-2-0 20-11-8 38-0-0 18-2-0 2-9-8 17-0-8 Plate Offsets 2:0-1-12 0.2-0 13:0-3-0 Ed a 14:D-1-12 0-2-0 LOADING(psf) SPACING 2-U CSI DEFL in (loc) Vdefi LJd PLATES GRIP TCLL 20.0 Plates increase 1.00 TC 0,70 Vort(LL) -0.17 21-23 >999 360 KMO 197/144 TCDL' 14.0 Lumber Increase 1.25 BC 0.68 Ved(fL) -OA6 21-23 >540 240 BCLL 0.0 Rep Stress Ircr NO WB 0.54 Horz(TL) 0.09 15 nta n/a BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight:195lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2'Except` TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc pudins,except T2 2 X 8 DF SS 0-M oc pudins(6-0-0 max.):3-12. Except: BOT CHORD 2 X 4 DF-N No.1INo.2 1 Row at midpt 3-6,8-12 WEBS 2 X 3 SPF Stud`Except' 6.0-0 oc bracing:6-8 W3 2 X 4 SPF Std,W3 2 X 4 SPF Std,W 1 2 X 6 DF-N No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R-CTIONs (tb/stze) 1=easra36,20=15591a-3-a,15=615110-3-8 3 BEARINGS JOINTS 1 Brace at Jt(s):6,8 Max Horz 1=-70(LC 4) Max UpliR1=-26(LC 3�15=53(LC 4) Max Grav 1=9W(LC 9).20=1559(LC 1).15=861(LC 1) FORCES (lb)-Maxinum Compression/Maximum Tension TOP CHORD 1-2=-2141/82,23=-1554188,35=-M46,5-7=-9/0,3-1=-1449/159,4-6=-7251152,6-25=-725/152,25-26=-725/152,8-26=-7 2511 5 2,8-11=-725/152,11-12=-8691112,9-10=-910, 10-12=-94/40,12-13=909/38,13.14=-973118,14-15-16OW4,15-16=0134 BOT CHORD 1-24=7511962,23.24=-75/1962,22-23=-30f725,21-22=-3Of725,21-27=30f725,20-27=3Of725,19-20-301725,18-19=-3Of725,17-18-0/1456,15-17=0/1456 WEBS 2-24=01200,2-23=-577143,3-23=26124,4-23=-11/967,11-20=-1348/49,11-18=-1851618,1 2-1 8=-212 72,14-18=-043/33,14-17=01202,4-21=-2 1 191,5.6=-207139,8-1 0--1 9 1 140 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=251`t;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable and zone;and vertical left and right exposed; Lumber DOL=1.33 plate grip 00L=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)`This truss has beer designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-M wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSifrPI 1. 8)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w12-1 Od nails. 9)In the LOAD CASE(S)section,loads applied to(he face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=58,3-7=-68,6-25=-28,25-26=-08,8.26=28,9-12=58,12-16=-68,1-15=-14 Concentrated Loads(lb) Vert:27--75(F) LU rn � C01$17 E _ g flF C ®� Job Truss Truss Type �Qty Ply ROSETTA CANYON[]/CENTEX/RANEE E-3585 T400L CAL HIP 1 1 Job Reference o tional ' niversa Truss,Inc.,Fontana, 2335( 7.000 s May 7 MTek In ustnes,Inc. Wed Jun 18 16: :43 2008 Page 1 17-2.11 20-9-5 38-" 39-7-0 17-2-11 3-6-10 17-2-11 1-7-0 Scale=1:82.5 2x6 I I 2x4 11 Camber=5i16 in 6X6= 2x4 11 2X6 11 4.0012 4X5= 8x8% 24 5 7 9 10 27 8x8 zz 44 3 4 25 2 11 4x6 4x4 2 12 13 0 4 rn 1 N 14 15-rn a a 174-0 94 to 3x5 23 22 21 20 28 19 18 17 16 2X4 II 4x8- 4x6= 2x4 II 4X6= 4x8= 2x4 11 2x4 11 18-2-0 ,20-11-8, 38-0-0 18-2-0 2.9-8 17-M Plate Offsets X Y: :0-1-12 0-2-0 :0-0-7 0.3- 12:03-0 Ed a 13:0-1-12 0-2-0 LOADING(psf) SPACING 2-M CS1 DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.16 20-22 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.67 Vert(rL) -0.45 20-22 >553 240 BCLL 0.0 Rep Stress Ina NO WB 0.53 Horz(FL) 0.08 14 n!a nia BCDL TO Code IBC2006ITP12002 (Matrix) Weight:192lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2*Except' TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc pur ins,except T2 2 X 8 DF SS 0-0-0 oc pudins(6-0-0 max.):3-11. Except: BOT CHORD 2 X 4 DF-N No.1/No.2 1 Row at midpt 8.11 WEBS 2 X 3 SPF Stud•Except• 6-M oc bracing:6-0 W2 2 X 4 SPF Std,W2 2 X 4 SPF Std,W 1 2 X 6 DF-N No.3 BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. REACTIONS (lb/size) 1=873/0-3-8,19=1465J0-3 8,14=854ro-as i 3 BEARINGS JOINTS 1 Brace atJt(s}:8.6 Max Horz 1=-68(LC 4) Max UpliR1=27(LC 3),14=-04(LC 4) Max Grev1=885(LC9).19=1465(LC 1),14=854(LC 1) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=-2097/87,23=-1505192,3-24=-47M.5-24=22/34,5-7--9/0,3-4=1401/157,4-0=693/150,6-25=-6931150,8-25=-093/150,8-26=-824/105,11-26=-024/105,9-10=-9/0,10-27=-16/0, 11-27=10310,11-12=383)43,12-13=948/23,13-14=15BW9,14-15=0134 BOT CHORD 1-2 3-7 711 920,22-23=-77/1920,21-22=33/693,20-21=331693,20.28=-n693,19-28=-33J693,18-19=331693,17-18=331693,16-17=0/1435,14-16=011435 WEBS 2-23=0/200,2-22=-584/44,3-22=-24=4,4-22=-11/948,8-19=-1256148,8-17=-161/547,11-17=21261,13-17=646Yd3,1316=0202,4-20=19/90.5-0--143/35,8.10=-120134 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1,06, 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five bads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom cthord and any other members. 7)This truss Is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-08,3-24=-68,5.24=-28,5-7=-08,6-25=-28,8-25=-68,9-10=-08,10-27=-28,11-27=-08,11-15=-08,1-14=14 Concentrated Loads(lb) Vert:28=75(F) oQRpFE W r'r'r C01817 * E - 9 OF o� Job Truss Truss Type ary Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T401A GABLE 1 1 Job Reference o tional niversa Truss,Inc.,Fontana, 2335(G 7.000 s May 7 MTe c ustnes,Inc. Wed Jun 18 16:43:4 age 1 -1-7-0 6-" 13-M 1-7-0 6-6.0 6-0-0 Scale=1:25.2 4x4= Camber=1/16 in 3 4,00 V2 4 ,O 2 kn 1 II? 5 3x4= 2x4 11 3x4= 6-" 13-0-0 6-6-0 6-6-0 Plate Offsets X Y: 3:0-2-0 0-2.8 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.04 4-5 >999 360 MT20 197/1" TCDL 14.0 Lumber Increase 1.25 BC 0.49 Vert(fL) -0.12 45 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.14 Hoz(TL) 0.02 4 n/a n1a BCDL 7A Code IBC20061TPI2002 (Matra) Weight:40lb LUMBER BRACING TOP CHORD 2 X 4 DF-I No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc pudins. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 9-2-9 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (Itilsize) 2=650/0.3-8,4=51310-M Max Horz 2=65(LC 11) Max Uplift2=-211(LC 15),4=169(LC 18) Max Gray 2=819(LC 10).4=681(LC 9) FORCES (Ib)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0/34,2-3=-1523/489,3-0=-1520/481 BOT CHORD 2-5=-07011354,4-5=-045/1328 WEBS 3-5=0/256 NOTES 1)Unbalanced root live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2ps1;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSVfPI 1. 6)This truss has been designed for a total drag load of 1000 lb. Conned truss to resist drag loads along bottom chord from 0-0-0 to 112S0 for 78.9 plf. LOAD CASE(S) Standard oQRdFES W f°rt °C (01817 E OF C 0� Job Truss Truss Type Qry Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T401G1 GABLE 1 1 Job Reference(optional) ry Truss,Inc., ontana,CA 92335 GAR) 7. 0 s May 29 20W Mi I ek Industries,Inc. Wed Jun 18 16: :51 2008 Page 1 1-7-0 , 6-6-0 13-0-0 14 7 0 1-7-0 "-0 6-6-0 1-7-0 Scale=1:27. Camber=1116 in 4x4= 2x4 11 5 2X4 11 4.00 F12 2x4 I{ 4 6 2x4 II 3 7 LID 8 u� > ;1 9 IT 0 3X4_ 14 13 12 11 10 3X4= 2x4 11 2X4 11 2x4 11 2x4 11 2x4 11 6-6-0 13-0-0 6-6.0 6-6-0 LOADING(psf) SPACING 2-M CS1 DEFL in (ioc) 11deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.42 Ven(LL) -0.06 8-10 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1,25 BC 0.52 VerM) -0.12 8-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.02 8 n/a nla BCDL 7.0 Code IBC200&TPI2002 (Matrix) Weight:46lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural woad sheathing directly applied or 4-10-9 oc pudins. BOT CHORD 2 X 4 DF-N No.1 RJo.2 BOT CHORD Rigid ceiling directly applied or 9-"oc bracing. WEBS 2X3SPFStud OTHERS 2 X 3 SPF Stud REACT70NS (161siza) 2=64210-33,8=64210-M Max Harz 2=57(LC 11) Max Upiift2=-213(LC 15),8=213(LC 18) Max Grav2=813(LC 10),8=813(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,23=-1470/475,3-0=-1083/188,45=-944/88,5-6=-944/87,6-7=1084/188,7-8=-1470/475,8.9=0/34 SOT CHORD 2-14=-433/1360,13-14=-159/1056,1 2-1 3=5 319 4 1,1 1-1 2=-2 8191 6,10-11=-12311030,8-10=-437/1334 WEBS 5.12=0U213,7-10=-09/38,6-11=0119,3-14=-89138,4.13-0119 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only, For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail' 3)This truss has been designed for a 10.0 psf bottom chord live load norconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 1 A-0 oc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7)This truss has been designed for a total drag load of 1000 rb. Conned truss to resist drag loads along bottom chord from 0-"to 12-M for 78.9 pff. LOAD CASE(S) Standard QROEES O LAJ rm °C C01817 = 1 E - 9 or C 0� Jab Truss Tross Type Qty Ply ROSETTA CANYON II/CENTF�(/RANEE E-3585 T401 G GABLE 1 1 Jo4 Refere nce(optional) Universal Truss,Inc..Fontana, A ay 29 92335 GAR 7.000 s M 2007 MITSIC Influstnes,Inc. Wed Jun 18 16:43:49 2008 age 1 -1-7-0 6-6-0 13-0 14-7 1-7-0 6-6-0 6-6-0 1-7-0 Scale=1:33.2 Camber=1/16 in 2X4 11 3x4= 2x4 11 2411 2x4 11 4.00 F12 5 6 2x4 II 4 $ 2x4 II 3 9 ao `4 rntr 2 10Ln c�1 11 lco d BEARING' BEARING j 3x4= 17 16 15 14 13 12 2 2x4 11 2x4 11 2x4 11 2x4 11 3x4= 2x4 11 2x4 11 13-0-0 13-0-0 Plate Offsets X Y: :0-2-0 Ed e LOADING(psi) SPACING 2-M CSI DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.06 2-17 >999 360 MT20 19V144 TCDL 14.0 Lumber Increase 1.25 BC 0.50 Vea fl-) -0.14 2-17 >999 240 BCLL 0.0 Rep Stress Inch NO WB 0.08 Horz(TL) 0.02 10 rVa rda BCDL 7.0 Code IBC2006(rP12002 (Matrix) Weight:481b LUMBER BRACING TOP CHORD 2 X4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 48-9 oc pudins. BOT CHORD 2 X4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 9-5-0 oc bracing. WEBS 2X3SPFStud OTHERS 2 X 3 SPF Stud REACTIONS (Iblsize) 2=64413-8-0,10=644/38-0 Max Horz 2=-31(LC 13) Max UpIiFQ=-208(LC 15).10=-208(LC 18) Max Grav2-814(LC 10),10=814(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33,2-3=-153B/485,3-4=-1 1 561189,4-5=-4014188,58=893130,6-T=893/30,7-8=-1013187,8.9=11561188,9-14=-1538I485,1D11=fl133 BOT CHORD 2-17=-419/1373,16-17=-13311089,15-16=-28/978,14-15=0/947,13-14=-r,4/1004,12-13=149/1115,12-20=4t911399,10-20=-44911405 WEBS 5-15=0/138,7-14=0/138,9-12=-94/38,8-13=-911,3-17=-94138,4-16=9/1 NOTES 1)Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek'Standard Gable End Detail" 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 1-0-0 oc. 6)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/rPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Conned truss to resist drag loads along bottom chord frorn 0-"to 12-8-0 for 78.9 pt. LOAD CASE(S) Standard C018175 E 9 ��Of CA �� Job Truss Truss Type City Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T402A GABLE 1 1 Job Reference a tional Universal Truss,Inc.,Fontana, 92335(G 7.000 s ay 29 2007 MiTek ustnes,Inc. Jun 18 16:43:52 20M Page -1-7-0 fi 8 8 9-" 11-3$ 17-10-8 184-0 1-7-0 6-8-8 2-3-8 2-3-8 6-7-0 0-1-8 Scale=1:33. 4x4= Camber=3116 in 4 4.00 12 2x4 2x4 3 5 Lo 2 6 n C o I 0 3X4= 3x4= 7 3x9 11 3x8 18-0-0 9-0-0 _ 16-7-8 17-10-8 „ 9-0-0 7-7-8 1-3-0 0-1-8 Plate Offsets X Y: 6:0-2-2 0-0-2 6:0-0-4 ib12 LOADING(psf) SPACING 2$0 (Sl DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 2-7 >999 360 M920 197/144 TCDL 14.0 Lumber Increase 1,25 BC 0,69 Vert(TL) -0.30 6-7 >712 240 BCLL 0.0 Rep Stress Inca NO W8 0,41 Horz(TL) 0.04 6 n/a n/a BCDL 7.0 Code IBC2006/TPI2002 (Matrix) Weight:61 lb LUMBER BRACING TOP CHORD 2 X 4 OF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 4$-12 oc pudins. BOT CHORD 2 X 4 DF-N No.1/No,2 BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. WEBS 2 X 3 SPF Stud WEDGE Right:2 X 6 DF-N No.1/No.2 REACTIONS (Ib/size) 2=848/0-3-8,6-715/0.M Max Horz 2=46(LC 3) Max Uplift2=-41(LC 5) FORCES (lb)-Maximum Comp(essiorVMaximum Tension TOP CHORD 1-2=0/34,2-3=-1521/4,3A=-1176/0.4-5=-1 1 7 810,5-6=-1524/16 BOT CHORD 2.7=0/1373,6-7=011 37 7 WEBS 3.7=425/71,4.7=01740,5.7=432180 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2pst;Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1,06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live bads. 4)This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and refererxed standard ANSVTPI 1. LOAD CASE(S) Standard OQ�Q�ES u Qv F W m °C (01817 7° * E ' 9 .Pjq OF C Job Truss Truss Type Oty Ply ROSETTA CANYON IUCENTEX/RANEE E-3585 T402AG GABLE 1 1 - Job Reference o tional Universal Truss.Inc.,Fontana, 92335(GAR)- 7.000 s May 7 i e uaNes,Inc Jun 1 :43:55 age 1 i-7-0 9-" 18-0-0 , 19-7-0 1-7-0 9-0-0 9-0-0 1-7-0 Scale=1:40.2 4x4= 2x4 I I 7 2x4 11 4.00 12 2x4 II 6 8 2011 2x4 11 5 9 2x4 II 2x4 II 4 10 2x4 11 3 11 LO 2 { �c-�i' 12 LO 1 ��,f�V TRUSS 13�o 3x4= 22 21 20 19 18 17 16 15 14 3x4= 2x4 I I 2x4 I I 2x4 11 2x4 11 ZA 11 2x4 11 2x4 11 2x4 11 2x4 I 18-0-0 18-0-0 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.23 Vert(ILL) -0.01 13 rNr 180 ham 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.11 Vert(R) -0V 13 rdr 80 BCLL 0.0 Rep Stress Ina NO WB 0.07 Ham FL) 0.00 17 n1a rrla BCDL 7.0 Code IBC20061TPI2002 (Matrix) Weight:68lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No'1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2 X 4 DF-N No.11No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2=276118-0-0,12=276/18-M,18=75118.",14=291/18-0-0,1 5=2311 8-0-0,16=128118-0-0,17=93t18-M,22=2 9 111 8-0-0,21=23t18-0-0,20=128tl8-".1 9=9311 8-0-0 Max Horz 2=39(LC 4) Max UpIA2=214(LC 15),12=-220(LC 18),14=1(LC 13),15=15(LC 17),16=5(LC 13),22=1(LC 12),21=15(LC 12),20=-6(LC 16),19=-2(LC 11) Max Grav2=446(LC 10),12=446(LC 9),18=75(LC 10).14=293(LC 28),15=23(LC 10),16=12NLC 28),17=94(LC 26),22=293(LC 25),21=23(LC 9).20=128(LC 25),19=94(LC 27) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1.2=0/33,2-3=-578r539,3-4=329t329,45=-220259,5-6=1 5 711 90,6.7=-7 511 1 8,7-8=-751112,8-9=-1571185,9-10=-2201249,1 0-1 1=32 9131 7,11.12=-5781521,12.13=0133 BOTCHORD 2-2 2=-09 71539,21-22=-2741317,20-21=193236,1 9-2 0=-1 2611 6 9,1B-19=-52195,17-18=-52195,16-17=-1261169,15.16=-1931236,14-15 274/317,1 2-1 4=-497151 8 WEBS 7-18=-6110,1 1-1 4=-2 3 3138,1 0-1 5=-2811 2,9-16=-10322,8-17=-7919,3-22=2 3 3138,4-21=-28112,5-2 0=-1 0312 1,6-1 9=7911 1 NOTES 1)Unbalanoad roof live loads have been considered for this design. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MTek"Standard Gable End Detail" 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live bads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 14-0 oc. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUfPI 1. 8)This truss has been designed for a total drag load of 1000 lb. Conned truss to resist drag loads along bottom chord from 0-"to 18-M for 55.6 ptf. LOAD CASE(S) Standard �oQ91fou LW rri °C (01817 " * E - 9 OF C 0� Job — Trvss Tress Type aty Pry ROSETTA CANYON IIICENTEX/RANEE • E-3585 T402B GABLE 1 1 Job Reference o tional Universal Truss,Inc.,Fontana,CA 92339 CAR) 7.000 s May 29 2007 MiTek Industnes,Inc. Wa Jun 18 1 :57 2008 Page -1-7-0 6-8-8 9-0-0 11-8-0 17-10-8 18r0-0 1-7-0 6-8-8 2-3-8 2-8-0 6-2-8 0-1-8 Scale=1:33.9 44= Camber=1/4 in 4 4.00 12 2x4 3X4 3 5 w 2 6 C I 1 ^ O 4x8= 9 8 7 10 3x5= 3x8= 2x4 11 3x9 11 18-0-0 9-0-0 11-8-0 16-7-8 17-10-8 9-0-0 2-8-0 4-11-8 1-3-0 0-1-8 Plate Offsets X YC 5:0-1-6 0-0-10 6A4041-5-12 LOADING(psf) SPACING 2-U CSI DEFL in (loc) Udell Lfd PLATES GRIP TCLL 20.0 Places Increase 1.00 TC 0.78 Vert(LL) -0.13 25 >999 360 MT20 1971144 TCIA 14.0 Lumber Increase 1.25 BC 0.61 Ved(TL) -0.32 2-8 >651 240 BCLL 0,0 Rep Stress Ina NO WB 0.58 Horz(fL) 0.06 6 n/a n/a BCDL 7.0 Code IBC20061712002 (Matrix) Weight 54 1b LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2•Except• TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc pudins. T2 2 X 4 OF No.18Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 OF No.18Btr WEBS 2 X 3 SPF Stud*Except* W4 2 X 4 SPF Sid WEDGE Right:2 X 6 DF-N No.1/No.2 REACTIONS (Ib/size) 2=967/0-M.6=1305/0,M Max Herz 2=186(LC 12) Max Uplifl2=212(LC 15),6=-171(LC 18) MaxGrav2=1019(LC 10).6=1 305(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34,2-3=2030/496,34=1517/125,45=-15431143,55=-2564/485 BOT CHORD 2-9=-33811704,8-9=-84/1704,7-8=55/2250,7-10=5512250,6-10=4442250 WEBS 3-8=439f72,4.8=0/1040,5-8=1083172,5-7=0/123 NOTES 1)Unbalanced roof live loads have been Considered for this design. 2)Wind:ASCE 7-05;85mph;h=25fi;TCDL=8.4pi BCDL=4.2psf;Category 11;Exp B;enclosed:MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1,06. 3)This truss has been designed for a 10.0 psf bottom chard live load ronconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/IY1 1. 6)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,17-0-0 to 17-10-8 for 533.3 pff. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:14=-68,4-5=-68,5-6=-188(F=-120),25=-14 �QRQFES �t rn C01817 7O 1� E - A, �' CA fl�'� I Job Truss Iris iyl my Ply ROSETTA CANYON H/CENTEX/RANEE iE-3585 T402C GABLE 1 1 , Job Reference o bnal Universal Truss,Inc.,Fontana, 2335(GAR) 7. s May 7 i e ustnes, nc. un 18 1 :59 2 age 1 6-8-8 9-0-0 1 10-2-0 17-10-8 18r -0 1-7-0 6-8-8 2-3-8 1-2-0 7-8-8 0-1-8 Scale=1:35.8 4x4= Camber=1/4 in 4 4x8 4.00 F12 2x4 5 4x14 3 414 zz 4x14 6 2 TT� to 0 9 8 7 10 4x4= 4x8= 2x4 II 4x6= 3x4= 18-0-0 9-0-0 10-2-0 , 16-7-8 17-10-8„ 9-0-0 1-2-0 6-5-8 1-3-00-1-8 PlaleOffsets XY: 2:0-3-1 0 :0-2-00-1-8 5:0-1-120-2-0 6:0-1-00-1-0 6:0-1-00-2-0 8:04-00-1-12 LOADING(psf) 511l 2-M CSI DEFL in (ioc) Udefl Ud PLATES GRIP TCLL 20.0 Pates Increase 1.00 TC 0.93 Vert(LL) -0.13 2-8 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0,81 Vad(TL) -0.34 2-0 >631 240 BCLL 0.0 Rep Stress Ina' NO WB 0.81 Maa(TL) 0.07 6 n/a n/a BCDL 7.0 Code IBC2006fTP12002 (Matra) Weight:70Ito LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/N0.2*Excel TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins. T2 2 X 4 DF NO.1S8tr BOT CHORD Rigid ceiling directly applied or 95-15 oc bracing. BOT CHORD 2 X 4 DF-N No.1/N0.2 WEBS 2 X 3 SPF Stud'ExcepY W42X4SPFSlid SLIDER Right 2X4DF-NN0.11N0.27-1-2 REACTIONS (IWsize) 6=142110-3-0,2=10331038 Max l2=158(LC 12) Max Uplift6=-170(LC 18),2=210(LC 15) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=W34,2.3-21011497,3-4=-1754/121,4-5=-1847f70,55=-2454/473 BOT CHORD 2-9=-370/1923,8-9=51/1923,7-8=7/2159,7-10=-7/2159,6-10--430/2159 WEBS 3-8=-435/74,4-8=-19/1470,5-8=-1214J85,5-7=0f78 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h-25ft;TCDL=8.4psf;BCDL=4.2psf;Category Il;Exp B;enclosed;MWFRS gable and zone;end vertical loft and right exposed; Lumber 130L=1.33 plate grip DOL-1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard Al 1. 6)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to I-M,17-M to 17-10-8 for 533.3 ptf. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASES)Standard Except: 1)Regular:Limber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=58.45=58,55=-188(F=-120),2-4l rn C01817 E OF C p� Job Truss Truss Type Oty Ply ROSETTA CANYON 1110ENTEX/RANEE E-3585 T403A MONO TRUSS 1 1 Job Reference o Tonal -URrverse Truss,Inc., ontana,CA 92335(GAR) - 7.000 s May 9 7 i e ndustneF44.-WJun 18 16:44:00 2008 Page 1 2x4 11 1-7-0 3-4-0 4-3-8 1-7-0 34-0 G-11-8 le=1:10. 4.00 12 N 2 i 7 q9 1 2x4= 2x8 11 6 7 1-0-0 4-3-8 3x4= 1-0-0 3-3-8 Plate Offsets X Y: 2:0-2-14 0-0-10 2:0-0-4 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.01 2-5 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 SC 0.70 Vert(TL) -0.03 2-5 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.14 Hoz(fL) 0.00 5 We n/a BCDL 7.0 Code IBC2006ITP12002 (Matra) Weight:17lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.IiNo.2 TOP CHORD Structural wood sheathing directly applied or 4-3.8 oc puriins, except end verticats, BOT CHORD 2 X 4 DF-N No.1/No.2 and 6-0-0 oc max:34. WEBS 2 X 4 SPF SW*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W 12 X 3 SPF Stud JOINTS 1 Brace at JI(s):4 WEDGE Left:2 X 4 SPF Std REACTIONS (lb/size) 5=456/0-3-0,2=393/0-3-8 Max Horz2=120(LC 14) Max Uplift6=52(LC 14),2=-372(LC 11) Max Grav5=456(LC 1),2=632(LC 10) FORCES (Ib)-Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/34,2-3=-1059/944,4-5=-28/4,3-4=-177/179 BOT CHORD 2-0=-031/674,6-7=-403/447,5-7=-4031447 WEBS 3-5=-491/79 NOTES 1)Wind:ASCE 7-05;85mph;h=25fl;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber OOL-1.33 plate grip DOL-1.06. 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 6)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-"to 1-0-0,3-3-8 to 4-3-8 for 500.1 calf. 7)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). LOAD CASE(S) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Increase-1.00 Uniform Loads(plf) Vert:2-5=-14,1-3=-68,3-4=-68 Concentrated Loads(Ib) Vert:3--400(F) �Q?,OFES °C (01817 E - 9 OF( pQ` Job Truss Truss Tyae Qty 'ly ROSETTA CANYON II/CENTEXIRANEE E-3585 T403AG MONO TRUSS 1 1 Job Reference(optional) nrversal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:44:02 2008 Page 1 -1-7-0 4-3-8 2x4 II 1-7-0 4-3-84 EI 3 Scale=1.11. 4.00 F12 2 1 2x4= 2x4 II 6 4-3-8 2x4 IJ 4-3-8 LOADING(psf) SPACING 2-M CS) DEFL in (loc) Udefl Vd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.30 Vert(ILL) -0.00 2-0 >9% 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.01 2-0 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.03 Hw4M) 0.00 5 NO n/a BCDL 7.0 Code ISC2006TTP12002 (Maw) Weight:16lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural woad sheathing directly applied or 4-3-8 oc purtins, except end verticals. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Sid-ExcW W2 2 X 3 SPF Stud REACTIONS (Ib/size) 2=312/0-3-8,5=135/0-3-8 Max Horz2=56(LC 13) Max Upit%2=,379(LC 11) Max Grav 2=640(LC 10),5=138(LC 9) I FORCES (Ib)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0/34,2-3=-1077/947,34=147/93,4-5=�110 BOT CHORD 2-0=-919/977,5.6=-9W157 WEBS 3.6=-99139 NOTES 1)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber,DOL=1.33 plate grip DOL=1.06. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)This truss is designed in accordance with the 2006 International Building Code section 2306-1 and referenced standard ANSIITPI 1. 5)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-3-8 for 233.0 plf. LOAD CASE(S) Standard 'PIPES C018175 E - 9 OF CA 4� Job as Truss Type my Ply ROSE TTA CANYON II/CENTEX/RANEE E-3585 T403B MONO TRUSS 1 1 Job RAWence o tional ' niversa Truss,Inc.,Fontana, 92335(G 7.000 s ay 7 MiTek ndustrisgbW. Jun 18 16:44: age 1 I 3-4-0 2 4-3-8 3 3-4-0 0-11-8 4.00 12 Scale=1:9.9 N � I 1 3x4= 5 6 1-M 4-3-8 n e— 1-0-0 3-3-8 Plate Offsets KY):: 1:0-0-12 0-1.8 LOADING(psf) SPACING 2-" CSI DEFL in (loc) 11defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 14 ?999 360 MT20 1971144 TCDL 14,0 Lumber Increase 1.25 BC 0.82 Ved(TL) -0,07 14 s652 240 BCLL 0.0 Rep Stresslncr NO WB 0,15 Horz(fL) 0.00 4 Na n/a BCDL 7.0 Code IBC2006IrP12002 (Matrix) Weight:16lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 4-38 oc pudins, except end verticals, BOT CHORD 2 X 6 DF-N No.1/Na2 and 6-0-0 oc max:2-3. WEBS 2 X 4 SPF Sid'Except' BOT CHORD Rigid ceiling directly applied or 6-"oc bracing. W1 2 X 3 SPF Stud JOINTS 1 Brace at Jt(s):3 REACTIONS (lb/size) 1=889/0-3-8,4=1 1 27103-8 Max Horz 1=1 I O(LC 14) Max Uplift1=319(1_C 11),4=-74(LC 12) Max Grav 1=1106(LC 10),4=1127(LC 1) FORCES (lb)-Maximum CompreasiordMaximum Tension TOP CHORD 1.2=-9791865,34=-28/4,23=-176/178 BOT CHORD 1-5=3301699,5-6=4 0 314 7 2,4-6=403/472 WEBS 24=-538I86 NOTES 1)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category ll;Erp B;enclosed:MWFRS gable end zone;and vertical left and right exposed; Lumber DOL=133 plate grip DOL=1,06, 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 tntemationaf Budding Code section 2306.1 and referenced standard ANSVTPI 1. 6)This truss has been designed for a total drag bad of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-"to 1-0-0,3-M to 4-3-8 for S00.1 plf. 7)Girder carries be-in span(s):18-0-0 from 0-0-0 to 4-3-8 8)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(9). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pit) - Vert:14=336(F=-322),1-2=W,2-3=-08 Concentrated Loads(lb) Vert:2=-400(F) �oQ%Zf ES W rrr °C (01817 * E 9 of( o� Job Truss Truss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T403C MONO TRUSS 1 1 - Job Reference o Tonal Universe Truss,Inc-Fontana. 9 335(G 7. 0 s y i e rxlustnes,Inc. Wed Jun Page 1 -1-7-0 4-3-8 2x4 11 , 1-7-0 4-3-8 Scale=1:11. 4.00 12 q 2 `.1 1 2x4= 2x8 11 1-M 4-3-8 2x4 I l 1-0-0 3-3-8 Plate Offsets X Y: 2:0-2-14 0-0-10 2:0-0-4 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdeft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.68 Vert(LL) -0.01 2.4 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.03 24 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 4 nla n!a BCDL 7,0 Code IBC20061fP12002 (Matrix) Weight:16lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, except end verticals. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4SPFStd WEDGE Left:2 X 4 SPF Sid REACTIONS (Iblsize) 4=135/0.3-8,2-3 1 210-3-8 Max Horz 2=56(LC 13) Max Uplift2=377(LC 11) Max Grav4=135(LC 1),2--638(LC 10) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,2-3=-1038/971,3-4=108115 SOT CHORD 2A=-8471849 NOTES 1)Wind:ASCE 7-05;85mph;h-25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Ecp B;enclosed;MWFRS gable and zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSVWI 1. 5)This buss has been designed for a total drag load of 1000lb. Connect truss to resiS1 drag loads along bottom chord from 0-0-0 to 4-M for 233.0 plf. LOAD CASE(S) Standard QRpF ES wi r" caia17 * E - 9 OF C 0� Job Truss Truss Type QtY Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T405G1 GABLE 1 1 Job Reference(optional) roveTruss,Inc.,Fontana, 92335( 7. s ay 29 7 MiTek Industries,Inc. Wed Jun 18 1 44:08 2008 Page -1-7-0 5-10-0 _ 11-8-0 13-3-0 ) 1-7-0 5-10-0 5-10-0 1-7-0 Scale=1:28. 4X4= 2X4 11 2X4 11 4 00 12 2X4 11 4 5 6 2X4 11 3 7 rn 2 8 kr, 1 9 �7 BEARING BEARING 3X4_ 14 13 12 11 10 3X4= 2X4 11 2X4 I I 2X4 11 2X4 II 2X4 II 11-8-0 11-M LOADING(psf) SPACING 2-0-0 CS1 DEU'L in (loc) Vdd Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.04 2-14 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.09 2-14 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.07 Horz(TL) 0.02 8 n/a nla BCDL 7.0 Code IBC2006ITP12002 (Matra) Weight:42lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins. BOT CHORD 2 X 4 DF-N No.11No.2 BOT CHORD Rigid ceiling directly applied or 9-4-12 oc bracing. OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2=58913-",8=589lt-0-0 Max Horz 2=29(LC 13) Max Uplif12=208(LC 15),8=208(LC 18) Max Grav2=759(LC 10),8=759(LC 9) FORCES (lb)-Maximum CompressioruMaximum Tension TOP CHORD 1-2=0133,2-3=14191488,3-4=1001/154,45=-825141,"=-825141,6-7=1001/154,7-8=1419/488,8-9-0133 BOT CHORD 2-14=-42311260,13-14=-1081952,12-13=0f833,11-12-/833,10.11-971952,8-10=451/1260 WEBS 5-1 2=011 32,7-10=98/36,6.11=1156,3-1 4=-98138,4-13=-1166 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTak"Standard Gable End Detail" 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Ove loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 1-4-0 oc. 6)This truss is designed in accordance Mlh the 2006 Intemabonal Building Code section 2306.1 and referenced standard ANSI/rPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-M to 11.8-0 for 85.7 ptl. LOAD CASE(S) Standard q�OGE w rM C01817 7° * E - 4 0r C 04 Job Truss Truss Type Qty Ply ROSETTA CANYON IIICENTEX/RANEE E-3585 T405G GABLE 1 1 Job Reference(optional) Universal Truss,Inc.,rontana,CA 92 7, s May 29 2007 MiTek Industries,Inc Wed Jun 18 1 :06 2009 Page -1-7-0 6-4-0 12-M 14-3-0 1-7-0 6-4-0 6A-0 1-7-0 Scale=1:27. 4x4= 4.00 12 2x4 11 5 2x4 11 2x4II 4 6 2x4 I 3 7 8 ,O 2 9 cD1 to 3x4- 14 13 12 11 10 3X4— 2x4 11 2x4 I I 2x4 I I 2x4 11 2x4 11 6-4-0 12-8-0 6-4-0 6-4-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Inc) Udefl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.05 8-10 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.48 Vert(fL) -0.11 8-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.02 8 IVa n1a BCDL 7.0 Code IBC200&ITP12002 (Matrix) Weight:45Ito LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-6 oc purlins. BOT CHORD 2 X 4 DF-N No.11No.2 BOT CHORD Rigid ceiling directly applied or 9-6-8 oc bracing. WEBS 2X3SPFStud OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2=628103-8,8�6211M-3-8 Max Horz 2=31(LC 12) Max Upfift2=213(LC 15),8=213(1-C 18) Max Grav2=799(LC 10),8=799(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,2-3=14401475,3-0=1 04 711 80,4-5=902/77,5-6=-902f76,6-7=10471180,73=-14401475,a-9=0/34 BOT CHORD 2-14=-40811306,13-14=-13311002,12-13=28$89,11.12=•28/889,1 0-1 1-1 2311 00 2,8-10=-438/1306 WEBS 5-1 2=011 9 8,7-10=-90138,6-11=023,3-14=90/38,4-13=0723 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek*Standard Gable End Detail' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 4)This buss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 1.4-0 oc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Conned truss to resist drag loads along bottom chord from 0-0-0 to 124-0 for 78.9 pff. LOAD CASES) Standard Q�oF�s �o c01817 * E - 9 OF t 10 Job T uss Truss Type Qly Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T406G GABLE 1 1 Job Reference(optional) Universal Truss,Inc-Fontana,CA 92335( 7.00 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16: :11 2008 Page 1 11-7-0 16-8-0 23-2-0 11-7-0 5-1-0 6-6-0 2x4 I I Scale=1:50.7 4x4= 4.00 F12 8 2x4 11 2x4I17 g 2x4 11 2x4 2x4 11 6 2x4 15 10 2x4 11 2x4 II 11 2t4 11 3 4 t I I t I 12 2 II it 2 n 1 2 1322 o S (o 3x5= 21 20 19 18 17 16 15 14 3x4 2x4 112x4 11 2x4 11 2x4 11 2x5% 3x4= 2x4 11 2x4 II 23-2-0 23-2-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.78 Ved(LL) n/a rda 999 MT20 197/144 TCDL 14.0 Lumber Increase L25 BC 0.52 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.02 14 n/a n/a BCDL 7.0 Code IBC2006frP12002 (Matrix) Weight:89lb LUMBER BRACING TOP CHORD 2 X 4 DF-N Ni TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc pudins. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 4-74 oc bracing, OTHERS 2 X 3 SPF Stud*Except* JOINTS 1 Brace at Jt(s):22,23 ST6 2 X 4 SPF Sid REACTIONS (lblsize) 1=230/23-2-0,13=247/23-2-0,14=71523-2-0,16=127/23-2-0,21=352/23-2-0,20=-15/23-2-0,19=137/23-2-0,18=67/23-2-0,17=40/23-2-0 Max Horz 1=34(LC 13) Max UpliR1=-051(LC 17),13=501(LC 18),14=-492(LC 18),16=-139(LC 26),21=-31(LC 12),20--15(LC 10).19=-13(LC 15),18=-49(LC 12),17=-380(LC 2) Max Grav 1=891(LC 10),13=741(LC 9),14=1185(LC 9),16-561(LC 2),21=361(LC 25),19=142(LC 10),18-127(LC 25),17=128(LC 10) 1 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2393/2043,2-3--1625/1306,3-4=-131811061,45=-1101/818,5-0=-791/561,6-7-518/342,7-8=-4251204,8-9=512/358,9-10=-859/600,10-11=-1423/1094,11-12=589/514, 12-13=-1731/1543 BOT CHORD 1-21=-1 91 22 1 55,20-2 1=119211 507,19-20=-928/1262,18-19=-712/1027,17-18=-072f787,16-17=232/542,1516=-947/1071,14-15=-3201412,13-14=-1458/1502 WEBS 8-22=-36/75,12-14=-1053/548,16-25=789/989,22-25=-7911994,22-24=-781/971,23-24--775/977,11-23=785/990,10-23=33134,9-24=-6227,2-21=-266/55,3-20=-1216,4-19=-113/25, 5-18=-105/64,6-17=-254/103,7-25=-27/6 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek'Standard Gable End Detail' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSVTPI 1. 8)This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-"to 23-2-0 for 180.0 plf. LOAD CASE(S) Standard �> pf ES (01817 E - 9 OF( OQ` Job Truss Truss Type Qty �PIYROSETTA CANYON II/CENTEX/RANEE E-3585 T500A GABLE 1b Reference o fionalUniversal Truss, nc., ontana,CA 92335(GAR) May 29 2007 AAi sWusir s,Vnc. wed Jun 1816:44:12 2008 Page 1 -1-7-0 i 5-2-0 10-3-8 1-7-0 5-2-0 5-1-8 2x5 I I Scale=1:27.6 4 4.00 12 3x4 CN 3 4 — m ,n 2 all 3x4- 6 2x4 11 3x4 , 10-3-8 10-3-8 LOADING(psf) SPACING 2-" CSI OEFL in (loc) Ildetl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TIC 0.54 Veit(ILL) -0.02 6 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 125 BC 0.32 Verf(Q .0.07 2-6 >999 240 BCLL 0.0 Rep Stress Inor NO WO 0.64 Horz(TL) 0.01 5 rt/a We BCDL 15.0 Cade IBC2006frP12002 (Matrnr) Weight 39lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oa purlins, except end verticals. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X3SPF Stud'ExcepV W1 2 X 4 SPF Sid REACTIONS (lb/size) 2=62110-3-8,5=478/0-3-8 Max Horz 2=110(LC 4) Max Uplift2=47(LC 3),5=-16(LC 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,2-3=-877/0,3-4-106120,4-5=-143124 BOT CHORD 2-6-7R78,5-6=7f778 WEBS 3-0=0/270,3-5=775130 NOTES 1)Wind:ASCE 7-05;B5mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed:MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 2)This buss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. LOAD CASE($) Standard l DES �1 E 9 OF ©4� Job Truss Truss Type Oty Ply ROSETTA CANYON IVCENTEX/RANEE • E-3585 T500AG GABLE 1 1 Job Reference o lional Universal Truss,Inc., xntana,CA 92335(GAR) T s May 29 2007 MiTeix Industries,Inc. ed Jun 1-8-1-6-4-4: :14 2008 ega 1 -1-7-0 10-3-8 1-7-0 10-3-8 2x4 11 Scale=1:27.6 2x4 I 8 2x4 11 7 4.00 12 2x4 II 6 2x4 11 5 2x4 11 4 3 ,n 2 Li FULL BEARING TRUW 3x4= 1? 2x4 11 2x4 11 2X4 11 2x4 11 2x4 11 2x4 11 10-3-8 10-3-8 LOADING(psf) SPACING 2-", CS1 DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Ircrease 1.00 TC 0.28 Vert(LL) -0.01 2.14 >999 360 MT20 19TI144 TCN 14.0 Lumber Inc mase 1.25 BC 0.21 Vert(TL) -0.02 2-14 >999 240 BCLL 0.0 Rep Stress Ina NO W B 0.07 Horz(TL) 0.01 9 nla We BCUL 15.0 Code IBC2006ITPI2002 (Matrix) Weight:41 lb LUMBER BRACING _ TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins, except end verticals. BOT CHORD 2 X 4 DF-N No.11No.2 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2 X 4 SPF Std OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 9=49110-3-8,9=49110.3-8,2=300110-3-8,13=-18/10-3-8,10=12411oJ-8,11=132110-3-8,12=145/10-3-8,14=371110-3-8 Max Horz 2=112(LC 13) Max LIpI R9=-45(LC 14),2=364(LC 11),13=-39(LC 2).10=55(LC 11),11=14(LC 16),12--0(LC 11),14=2(LC 16) Max Gmv9=87(LC 9),9=49(LC 1).2=631(LC 10).10=172(LC 10)„11=140(LC 9),12=147(LC 10),14=374(LC9) FORCES (tb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0133,2-3-1 1 1 011 006,3-0=-073161 2,4-5=5341493,5-0=-4191384,6-7=2731252,7-8=1 3211 24,8-9=50127 SOT CHORD 2-14=-994/998,1 3-1 4=-605161 0,12-13=-0811486,1 1-1 2=3791383,10-11=-249/253,9-1 0=-1 1 911 24 WEBS 4-13=-3111,7-10=-106/36,6-11=96122,5-12=94118,3-14=-246140 NOTES 1)Wind:ASCE 7-05;85mph;h=25111;TCDL=8.4psf;BCOL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06, 2)This truss has been designed for a 10.0 PSI bottom chord five load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-3-8 for 97.2 plf. LOAD CASE(S) Standard ®�OFES w rM (01817 'b - 4 Of CA �� .Ob TNss Truss Type Oty Pry R05ETTA CANYON II/CENTEXlRANEE E-3585 T501 COMMON 3 1 Job Reference o tional Universal Truss,Inc.,Fontana,CA 2335(GAR) 7.000 s ay 29 2 07 M ek Industries,Inc. Wed Jun 18 16:":16 2008 Page 1 -1-7-0 5-2-0 10-4-0 1-7-0 5-2-0 5-2-0 Scale=1:20.6 44= 3 4.00 F12 4 2 I� r� 0 fi 5 7 3X6 2x4 II 3x6= 5-2-0 10-4-0 r � 5-2-0 5-2-0 Plate Offsets Y: :0-2-80-15 4:0-2-80-1-8 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.02 45 5999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.06 45 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code IBC20061TPI20D2 (Matrix) Weight:32lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1Mo.2 TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc pudins. BOT CHORD 2 X 4 DF44 No.1JNo.2 BOT CHORD Rigid ceiling directly applied or 4-8-7 oc bracing. WEBS 2X3SPFStud REACTIONS (lb/size) 4=404/Mechanical,2=547/Mechanical Max Harz 2=352(LC 12) Max Uplift4=-633(LC 18),2-575(LC 15) Max Grav 4=1037(LC 9),2=1179(LC 10) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,2-3=2700I1901,3.4=2722/1920 BOT CHORD 25=-964f2033,5-6=541776,5-7=-54f776,4-7=-1805/1958 WEBS 3.5=0/199 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category ll;rxp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL=1.33 plate grip DOL-1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Refer to girders)for truss to truss connections. 6)This truss is designed in accordance with the 20061ntemabonal Building Code section 2306.1 and referenced standard ANSI/rPI 1. 7)This truss has been designed for a total drag load of 3735 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,9-0-0 to 10-4-0 for 1867.5 pit LOAD CASE(S) Standard r w r+•+ °C (01817 Of to q4 Jab Truss Truss Type aty Ply ROSETTA CANYON II/CENTEX/RANEE • E-3585 T501G GABLE 1 1 Job Reference(optional) nivemal Truss,Inc.,Fontana,CA 92335 7.000 s May 29 2007 Mi 1 ok Industries,Inc. VV5J Jun 18 16:44:18 200E Page 1 -1-7-0 , 5-2-0 10-4-0 11-11-0 1-7-0 5-2-0 5-2-0 1-7-0 Scale=1:23.1 4x4 4.00 12 2x4 11 4 2x4 11 3 5 2 6 Ln 7 Ib BEARING SEARING 10 9 8 3x4' 2x4 11 2x4 I 2x4 11 3x4 5-2-0 10-4-0 5-2-0 5-2-0 LOADING(psf) SPACING 24)-0 CSI DEFL in (loc) l/defl Ltd PLATES GRIP TCi,L 200 Plates Increase 1.00 TC 0.33 Vert(LL) -0.01 6-0 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC. 0.27 Vert(TL) -0.04 63 >999 240 BCLL 0.0 Rep Stress Incr NO W6 0.10 Hcrz(TL) 0.01 6 n/a rda BCDL 7.0 Code IBC20%TPI2002 (Matrix) Weight:36Ile LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins. HOT CHORD 2 X 4 DF-N No.1Mc.2 BOT CHORD Rigid ceiling directly applied or 9-9-7 oc bracing. WEBS 2 X 3 SPF Stud OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2-53012-4-0,6=530/2-4-0 Max Horz 2=28(LC 11) Max Uplifl2=220(LC 15),6=-220(LC 16) Max Grav2=702(LC 10).6=702(LC 9) FORCES (lb)-Maximum CompressiDNMaximum Tension TOP CHORD 1-2=0/34,2-3=-1 1 3414 58,3-0=-8791107,4-5=-079/107,5-6=-1134/458,6-7-0/34 BOT CHORD 2-10=392/1015,9-10=-63/660,8-9=63/660,6 8=-41811 01 5 WEBS 4-9=3H89,5-8=-75138,3-10=-75P.38 NOTES 1)Unbalanced mot live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek'Standard Gable End Detail" 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 1-4-0 oc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/FPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Conned truss to resist drag loads along bottom chord from 0-M to 10-4-0 for 96.8 pg. LOAD CASE(S) Standard pRpFES O LU rn a C01817 7O �t E - 9 �C f OF C oT, Job Truss Truss Type ory Ply �ROSETTA CANYON II/CENTEX/RANEE E-3585 T502 MONO TRUSS 8 1 Job Reference o Gonel UniversalTruss,Inc.,Fontana, 2335(GAR) 7.000 s May 29 2007 MiTek In ustnes,Inc. Wed Jun 18 16:44:18 2OD8 Page 1- -1-7-0 5-2-5 8-0-0 1-7-0 5-2-5 2-9-11 2x4 11 Scale=1:22.1 4 Camber=3/16 in 4.00 F12 2x4 3 CS n N u] 2 2x4= 3x4= 8-0-0 8-0-0 LOADING(psi) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1,00 TC 0.27 Vert(ILL) -0.19 2.5 >499 360 NIT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vert(M) .0.38 2-5 >244 240 BCLL 0.0 Rep Stress Ina NO WB 0.14 Horz(fL) 0.00 5 n1a n/a BCDL 7.0 Code IBC2006/TP12002 (Mabtx) Weight;29 Ib LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No2 TOP CHORD Structural woad sheathing directly applied or 6-M oc pudirs, except end verticals. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10.M oc bracing. WEBS 2 X 4 SPF SW-Except* W2 2 X 3 SPF Stud REACTIONS (Usize) 2=451/0-33,5=300103-8 Max Harz 2=87(LC 4) Max Uplift2=-47(LC 3),5=10(LC 5) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0/34,2-3=-390145,3.4F.43119,4-5=SW ROT CHORD 25=-401316 WEBS 3-6=369168 NOTES 1)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL=1.33 plate grip DOLml.06. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)This truss is designed in accordance with the 2006 International Building Code section 2306,1 and referenced standard ANSI1TPt 1. LOAD CASE(S) Standard �Rt1fES +a 4 L" rn (01817 E _ OF(p 4@` Job �T502A Truss Type q7�= II/CENTEX/RANEE • E-3585 MONO TR1155 1 Universal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 212 7 MiTek Industries,Inc. ed Jun 18 1 :44:19 20 age 1 -1-7-0 5-8-2 9-5-8 1-7-0 5-8-2 3-9-7 2x4 11 Scale=1:25.6 4 Camber=3/16 in 4.00 12 2x4 3 rn u, 2 �1 3x5— 3x5- 9-5-8 9-5-8 Plate Offsets X Y: 5:0-24 0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TOLL• 20.0 Plateslncrease 1,00 TC 0.54 Vert(LL) -0.14 25 >791 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.30 25 >369 24C BOLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 5 n/a n1a BCDL 7.0 Code IBC2006IfP12002 (Matrix) Weight 351b LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W FBS 2 X 4 DF-N No.1/No.2*Except* W2 2 X 3 SPF Stud REACTIONS (lb/size) 5=3 6210-3-8,2=508/0-3-9 Max Horz2=101(LC4) Max Uplifl5=-14(LC 5),2=-47(LC 3) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0134,2-3=-55 013 1,3-4=110/4,4-5=-BW22 BOT CHORD 2-5=-281468 WEBS 3-5=A65/72 NOTES 1)Wind:ASCE 7-05;85mph;h-25R;TCDL=8.4psf;BCDL=4.2psf;Category 11;Fxp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 2)This truss has beer designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard QRt1FES IV w rr+ (01817 E - 9 OF C 4� Job Truss Truss Type City Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T502AG GABLE 1 1 Job Reference univarsaTTruss,Inc.,Fontana, 92335(GAR) 7.000 s May 2 2007 MiTek Industries,inc. Wed Jun 18 19:44:21 2008 Page -1-7-0 1-7-0 9 S 8 1-7-0 9-5-8 2x4 11 Scale=1:25. 2x4 11 7 Zx4 I I 6 4.00 12 2x4 II 5 2x4 II 4 v 3 rn r; r0 2 FULL BEARING TRUSS 12 ill a 2x4 2t4 11 2x4 11 2x4 1 2x4 11 ZA 11 9-5-8 9-5-8 LOADING(psf) SPACING 2-" CSI DEFL in (loc) Ildefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.29 Vart(LL) -0.01 1 n1r 180 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.01 1 rlr 80 BCLL 0.0 Rep Stress Incr NO WB 0.07 Hor R( 0.01 6 n1a n/a BCDL 7.0 Cade IBC2006fTP12002 (Matrix) Weight:37lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4SPFStd OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 8=49/9-5-8,2=275195-8,12=29119-5-8,11=23KJ-5-8,10=127/9-5-8,9=10819-5-8 Max Horz 2=104(LC 13) Max Upltl18=39(LC 14),2=-365(LC 11),12=-3(LC 16),11=-17(LC 11).10=13(LC 16),9=53(LC 11) Max Grav8=82(LC 9),2=605(LC 10).12=295(LC 9).11=25(LC 10).10=136(LC 9),9=154(LC 10) FORCES (b)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0)33,2-3=-110011004,34=-627/574,43=-4551429,5-6--312/289,6-7=-1591149,7-8--53124 BOT CHORD 2-12=-9901994,11-12=-5671571,10-11=4l2/416.9-10=-2851289.8-9=1441148 WI-138 3-12=234/40,4-11=-28112,5-10=-105/24,6-9=112/34 NOTES 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcuront with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 14-0 oc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306,1 and referenced standard ANSI/TPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-"to 958 for 105.7 p1lf. LOAD CASE(S) Standard O�Qi�S W r'e7 (01817 E ' 9 ®F C �� job Truss Truss Type Oty Ply RO5ETTA CANYON II/CENTEX/RANEE • E-3585 T5028 MONO TRUSS 1 1 Job Reference(optional) Universal Truss,Inc., ontana,CA 9 335(GAR) - 7.000 s May 9 2007 MiTeX Industries,Inc. Wed Jun 18 16:44:21 2008 Page 1 1-7-0 7-7-8 1-7-0 7-7-8 2x4 11 Scale=1:21. 3 Camber=3/16 in 4.00 12 Lr LO 2 2x4— 2x4 11 7-7-8 7-7-6 LOADING(psf) SPACING 2-" CSI DEFL in (lac) Udefl tld PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0.15 2-4 >580 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.56 Ved(TL) -0.31 24 >283 240 BCLL '0.0 Rep Strew Incr NO WB 0.00 Horz(TL) 0.00 4 We Na BCDL 7.0 Code IBC2006/TP12002 (Mabix) Weight:26lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied, except end vefticals. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Sid REAC70M (lb/size) 4=28410-3-8,2=436/03-9 Max Horz 2=83(LC 4) Max Uplift4=-9(LC 5),2=-47(LC 3) FORCES Qb)-Maximum Corrrpression/Maximum Tension TOP CHORD 1-2=0/34,2-3=-88157,3-4=233/40 BOTCHORD 2-4=-14/18 NOTES 1)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber D0L=1.33 plate grip DOL=1.06. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PROF£ F � � Q � cc C01817 E - 9 19" •��`� OF to 4 Job Truss Truss Type Oty Ply �ROSETTA CANYON 1110ENTEXIRANEE E-3585 T502D MONO TRUSS 1 1 Job Reference a 'anal Universal Truss, nc., ontana, A 92335(G ) 7.000 s May 29 2007 MI ek Industries,inc. Wed Jun 18 16:44:22 2008 Page 1 -1-7-0 7-3.8 1-7-0 7-3-8 2x4 11 Scale=1:20.6 3 Camber=118 in 4.00 12 l i I V N 2 2x4= 2x4 11 7-3-8 7-3-8 LOADING(psf) SPACING 2-M CS! DEFL in (loc) Vdeh Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.13 2-4 >667 360 MT20 197/144 I CDi- 14-0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.26 2-0 >326 240 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 4 n/a n/a BCD[ 7.0 Code IBC2006/TPI2002 (Matrix) Weight:24Ito LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD 2 X 4 DF-N No.Ill BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF Std REACTIONS (lb/size) 4=270/0-3-8,2=423/03-9 Max Horz 2=80(LC 4) Max Uplift4=-8(LC 5),2=-47(LC 3) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0/34,2-3=-85/54,3-4=-221/37 BOT CHORD 2-4--14/17 NOTES 1)Wind:ASCE 7-05;85ri h=25$;TCDI-4.4pst;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOl.33 plate grip DOL=1.06. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)This truss is designed in accordance with the 2006 Intematianal Building Code sedion 2306.1 and referenced standard Al 1. LOAD CASE(S) Standard oQva FT E '.� r" C01817 E OF C aR Job Truss Truss Type aty Ply ROSETTA CANYON II/CENTEX/RANEE • E-3585 T5020G GABLE 1 1 Job Reference (optional) Universal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16 :2 2008 Page 1 -1-7-0 7-3-8 1-7-0 7-3-8 2x4 11 Scale=1:23.3 2x4 11 6 2x4 11 5 4.00 F12 2x4 11 4 3 q N ' rn 2 FULL BEARING TRUSS 2x4 2x4 11 2x4 11 2x4 11 2x4 I 7-3-8 7-3-8 LOADING(psf) SPACING 2-M I CS] DEFL in (loc) Vdetl Lld PLATES GRIP TCLL 20.0 Plates Increase 1,00 TC 0.29 Vert(LL) -0.01 1 Nr 180 MT20 197/144 TCDL 14.0 lumber Increase 1.25 BC 0.19 Vert(TL) -0,01 1 m/r BO BOLL 0.0 Rep Stress Incr NO W B 0.07 Horz(TL) 0.01 7 Na n/a BCDL 7.0 Code IBC20061TPI2002 (Matrix) Weight:28lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD 2 X 4 DF-N No,1/No.2 BOT CHORD Rigid ceiling directly applied or,6-0-0 oc bracing. WEBS 2 X 4 SPF Std OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 7=4/7-3-8,2=274(7-3-8,10=29117-3-8,9=3017-3-8.8=96/7-3-8 Max Horz 2=83(LC 13) Max UpIA7=10(LC 14),2=-072(LC 11),10=-2(LC 16),9=-18(LC 12),8=-l(LC 15) Max Grav7=7(LC 9),2=607(LC 10),10=293(LC 9).9=32(l-C 9),8=1o0(LC 10) FORCES (b)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0133,2-3=1077/1015,3-0=-483/455,4.5--2631267,5-6=-03/82,6.7--11/8 BOT CHORD 2-10=-939/943,9-10--445/449,8-9=-2441248,7-0=-79183 WEBS 3-10=-231/39.4-9=-38115,5-8=-7511 7 NOTES 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 2)This truss has been designed for a 1C.6 pat bottom chord live load nonconcurent with any other live loads. 3)This truss requires plate OVectiort per the Tooth Court Method when this truss is chosen for quality assurance inspectior. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIrfPI 1. 7)This truss has beer designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-"to 7-3-8 for 137.1 plf. LOAD CASE(S) Standard ���o���i w rn (01817 7 E 9 OF CA Q� Job Truss Truss Type oty Ply ROSETTA CANYON IUCENTEXIRANEE I E-3585 T502E MONO TRUSS 1 1 Job Reference o tional rmversal Truss,Inc.,Fontana,CA ,2335(G 7.000 s May 29 2007 MiTak industries,Inc. Wed Jun 18 16:44:25 2008 age 1 5-8-2 9-5-8 5-8-2 3-9-7 2x4 11 Scale=1:25.5 3 Camber=1/16 in 4.03 F12 3x5 Ir m Ll LO IN 0 6 5 7 3x5= 2x5 11 4x4= ( 9-5-8 9-5-8 Plate Offsets X Y: 1:0-3-0 0-0-0 :0-2.4 0-1-8 5:0-2-12 0-1-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udefl Lld PLATES GRIP ICLI 20.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.06 1-5 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.88 verl(TL) -0.15 1-5 >747 240 BCI L 0.0 Rep Stress Ina NO WB 0.59 Horz(fL) 0.02 4 rVa n/a BCDL 7.0 Code lBC2006rFP12002 (Matrix) Weight:42lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc purlins, except end verticals. B07'CHORD 2 X 6 DF-N No.I/No.2 BOT CHORD Rigid ceiling directly applied or B-5-4 oc tracing. WENS 2X4SPFSid REACTIONS (1blsize) 1=1131ri1-3-9,4=1129103-8 Max Horz 1=204(LC 14) Max UpIM1=347(LC 11),4=-39(LC 15) Max Grav 1=1 452(LC 10),4=1130(LC 10) FORCES (1b)-Maximum CompressionIMaximum Tension TOP CHORD 1-2=-2768/1016,2-3=-486J404,3 4=87115 BOT CHORD 1-6=-87912186,5-0=-05312036,6-7=A5312036,4-7=-45312036 WEBS 2-4=-18141101,2-5=-6/998 NOTES 1)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category ll;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL-1.33 plate grip DOL=1.06. 21 This truss has been designed for a 1C.0 psi bottom chord We load nonconcurrenl with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIrMl 1. 5)This truss has been designed for a total drag bad of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to I-0-0,B-5-8 to 9-5-8 for 500.0 pH. 6)Girder carries tie-in span(s):10-4-0 from 0-"to 9-5-8 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pH) Vert:1-0-68,1-4=179(F=-165) ®p 9Rs > m t01817 E - 9 OF C �� Job Truss Truss Type lQty Ply ROSETTA CANYON 1110ENTEX/RANEE . E-3585 T502F MONO TRUSS 1 1 Job Reference ic tional Universal Truss,Inc., ontana, A 92335(GAR) 0 s May 29 2007 Mi ek Industries,Inc. Jun 1 6: 2008 Page 1 -1-7-0 , 1-7-0 8-0-0 1-5-8 4 2x4 11 Scale=1:23.3 Camber=3116 in 3 4.00 12 N U) 2 2X4= 2x4 I I 8-0-0 r 8-0-0 LOADING(t:s) SPACING 2-0-0 CSI OEFL in Qoc) Vdej Ltd PLATES GRIP I CI L 20,0 Plates Increase 1.00 TC 1.00 Vert(LL) -0.19 25 >500 360 MT20 1971144 TCDL 1.4.0 Lumber Increase 1,25 BO 0.62 VeA(TL) .0.38 25 >244 240 BC1 1 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 5 Na n/a B(',DL 7.0 Code IBC2006iTP12002 (Mabu) Weight:29lb LUMBER BRAClIG TOP CHORD 2 X4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2 X 4 DF-N No'11No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4SPFStd REACTIONS Ob/size) 5=422/0-3-8,2=439/03-9 Max Horz2=103(11-C 4) Max Upli85=-27(LC 5),2=-41(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2-0/34,2-3=-77/67,3-4=-3410,3-5=368/59 BOT CHORD 2-5=-15119 NOTES 1)Wind:ASCE 7-05;85mph;h-25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber D0L=1.33 plate grip DOL=1.06. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard 4�pEE5 O (01817 E - 9 11> OF CA 0� Job Truss Truss Type Qly Ply �ROSETTA CANYON II/CENTEX/RANEE E-3585 T502G GABLE 1 1 Job Reference(optional) Universal Truss,Inc.,Fontana,CA 92835(GAR) 7.000 s May 29 2007 MiTok Industries,Inc. Wed Jun 18 16:44:27 2008 Page 1 -1-7-0 8-0-0 1-7-0 8-0-0 2x4 11 Scale=1:22.1 2x4 11 6 4.00 12 at4 I I 5 2x4 11 4 3 N h LO 2 FULL BEARING TRUSS _ a 2x4 2x4 11 2x4 11 2x4 11 2x4 11 8-0-0 8-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.01 1 nh 180 MT20 197/144 TCDL 14.0 Lumber increase 1.25 BC 0.19 Veri(TL) -0A1 1 Nr 80 BCLL 0.0 Rep Stress Ina NO WB 0.07 Hor7R) 0.01 7 n/a n/a BCDL 7.0 Code ISC2006/fP12002 (Matrix) - Weight:30lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc pudins, except end BOT"CHORD 2 X 4 DF-N No.1/No.2 verticals. WEBS 2 X 4 SPF Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 3 SPF Stud REACTIONS (blsize) 2=274/8-U,7=3718-",10=291/8-0-0,9=25/8-0-0,8=126/8-0-0 Max Harz 2-90(LC 13) Max Upi02=371(LC 11),7=4(LC 14),10=-2(LC 16),9=-17(LC 12),8=5(LC 15) Max Gray2=607(LC 10),7=37(LC 9),10=294(LC 9),9=26(LC 9),8=127(LC 10) FORCES (lb)-Maximum CompressionlMaximurn Tension TOP CHORD 1-2=0/33,2-3=-1080/1016,3-4=543/507,45=-342/337,5-6=-169/166,6-7=-3217 BOT CHORD 2-10=-947/951,9-1 0=-49 71501,8-9=-3131318,7-8=-1631168 WEBS 3-1 0=2 32139,4-9=32/13,5.8=101/20 NOTES 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 14-0 oc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. 7)This truss has been designed for a total drag load of 1000 lb_ Connect truss to resist drag loads along bottom chord from 0-0-0 to B-M for 125.0 plf. LOAD CASE(S) Standard QRp�ES Q~ m cr_ CQ1$17 " E OF to 04 Job Truss T uss type aty Ply ROSETTA CANYON IIICENTEX/RANEE . E-3585 T502H 7 MONO CAL HIP 1 1 Job Reference(optional) rtiversal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:44:28 2008 Page 1 1-7-0 4-6-7 7-5-8 7,-11-1,1 12-0-0 1-7-0 4-6-7 2-11-1 0-6-3 4-0-5 Scale=1:25.8 4x8— Camber=1/16 in 3x4 II 4 9 4.00 12 3x4 3 N 2 ;11 - �1 8 7 10 11 3x5= 2x4 11 3x4= 3x4= 4-6-7 7-5-8 12-0-0 4-6-7 2-11-1 4-6-8 Plate Offsets X Y: 4:0-3,4 0-0-8 LOADING(psf) SPACING 2-U CSI DEFL in (loc) Udell Ud PLATES GRIP TOLL 20.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.05 7-8 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.63 Vert(R) -0.12 7-8 >999 240 BCLL 0.0 Rep Stress Ina NO W B 0.63 Horz(rL) 0.04 6 Na n/a BCDL 7.0 Code IBC20061TPI2002 (Matrix) Weight:47lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc pudins. except end verticals, BOT CHORD 2 X 4 DF-N No.1/No.2 and 0-M cc pudins(6-0-0 max,);45. WEBS 2 X 3 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. W5 2 X 4 DF-N No.1/No.2 WEBS 1 Row atmidpt 43 JOINTS 1 Brace at Jt(s):5 REACTIONS Ob/size) 6-1301/0-3-8,2=1 0 1 910 35 Max Horz 2=80(LC 4) Max UpBt6-488(LC 3),2=42(LC 3) FORCES (Ib)-Maximus Compression/Maximum Tension TOP CHORD 1-2=0/34,2-3=2045146,3-4-17121132,4-9=-151/25,59=-15V25,5-6=-378167 BOTCHORD 2-8=-3811878,7-8=38H878,7-10=-11111621,10-11=-111/1621,6-11=111N621 WEBS 33=0/199,3-7=-29210,4-7=01318,4-0=-16841131 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25fl;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable and zone;end vertical left and right exposed: lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in accordance with the 20D6 International Building Code section 2306.1 and referenced standard ANS1/TPI 1. 7)Girder carries hip end with 0-0-0 right side setback,8-0-0 left side setback,and 8-0-0 end setback. 8)Design assumes 4x2(flat orientation)pudins at ce spacing indicated,fastened to truss TC w/2-1 d nails. 9)In the LOAD CASF(S)section,loads applied to the face of the truss are noted as front(F)or bark(B). LOAD CASES) Standard 1)RegWar,Lumber Increase=1.25,Plato Increase=1.00 Uniform Loads(plf) Ved:1-4-38,4-5=-165,2-6=34(F=-20) Concentrated Loads(lb) Vert:4=589 �4%Of ES rM w r" (01817 �Q E ' 9 OF CA 0� Jub Truss Type Qty Ply ROSETTA CANYON II]CENTEX/RANEE E-3585 T502KG GABLE 1 1 Job Reference(optional) Universal Truss,Inc.,Porita❑a,CA 92335 IGAR) 7.000 s May 29 2007 MITek Industries,Inc. Wed Jun 18 16:44:29 2008 Page 1 -1-7-0 7-7-8 1-7-0 7-7-8 2X4 II Scale=1:21. 2x4 I 6 2x4 I I 5 4.00 12 2x4 II 4 3 a N rl i 2 Li U- FULL BEARING TRUSS 10 9 8 7 2x4 2X4 l l 2x4 l l 2x4 11 2X4 11 7-7-8 7-7-8 LOADING Ws}) SPACING 24M CSI DEFL in (loc) Ildetl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.29 Ved(LL) -0,01 1 nlr 180 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0,01 1 nlr 80 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.01 7 nla rda BCDL 7.0 Code IBC2006lTPI2002 (Matrix) Weight:29lb LUMBER BRACING i OP CHORD 2 X 4 DF-N No.1lNo.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except end verticals. BOT CHORD 2 X 4 DF-N No.1lNo.2 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2 X 4 SPF Std OTHERS 2 X 3 SPF Stud REACTIONS (IbJsize) 7=20/7-7A 2=274A-7-8,10=29lf7-7-8,9=28/7-7-8,8=109f7-7.8 Max Haz2=131(LC 13) Max UpIIR7=-6(LC 14),2=372(LC 11).10=-2(LC 16),9=17(LC 12),8=-3(LC 15) Max Grav7=22(LC 9),2=607(LC 10),10=294(LC 9),9=29(LC 9),8=111(LC 10) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0f33,2-3=1078f1016,3.4=-5131480,45=-3021301,5-6=-1201123,6-7=-20f7 BOT CHORD 2-10=-985f989,9-10=-49v495,8-9=2901294,73=-1261130 WEBS 3-10=-232139,4-9=-WI4,5-8=-87118 NOTES 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail' 2)This truss has been designed for a 10.0 pst bottom chord live load nnnconcurent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 6)This truss is designed in accordance with the 2006 International Building Cade section 2306.1 and referenced standard ANSI/TPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-M to 73-8 for 137.1 ptf. LOAD CASE(S) Standard oQof °c C01817 ' E " 9 0f CA 0� Job Tess Truss ype ilty Ply ROSETTA CANYON 1110ENTEX/RANEE • E-3585 T503 COMMON 5 1 Job Reference o fional niversal Truss,Inc.,Fontana,CA 92335(GAIT- T.0D0 s May Z9 2W7 MiTek Industries,Inc. Wbj Jun 18 16:44:31 2DD8 Page 1 -1-7-0 . 3-4-15 8-10-0 20-8-0 1 22.3-0 1 1-7-0 3-4-15 5-5-2 11-10-0 1-7-0 Scale=1:40.7 4x4= Camber=3/16 in 4.00 12 4 3x4% 2x4 3 5 2x4 11 2 1 7 IM 6 11 12 10 9 8 13 3x5— 3x4= 3x4= 3x4= 3x4= 5-8-1 I 12-0-0 20-8-0 5-8-1 6-3-15 8-8-0 LOADING(pst) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates increase 1.00 TC 0.46 Vert(LL) -0.12 6-8 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.32 " >769 240 BCLL 0.0 Rep Stress Ina YFS W B 0.68 Horz(TL) -0.05 11 n/a n/a BCDL 7.0 Cade IBC20061TP12002 (Matrix) Weight:78lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No-11No 2 TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc pudins, except end verticals. BOT CHORD 2 X 4 DF-N No.11N0.2 BOT CHORD Rigid ceiling directly applied or 9-0-2 oc bracing. WEBS 2 X 3 SPF Stud'Except- W4 2 X 4 SPF Sid REACTIONS (lb/size) 6=95610-3-8,11=956/0-3-8 Max Herz 6=182(1-C 13) Max Uplift6=261(1-C 18).11=496(LC 15) Max Gmv 6=1172(LC 9),11=1119(LC 10) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0138,2-3=1951153,34=-1358/146,4-5=-1867/330,5.6=-2526/648,6-7=0/34,2-11=-257/61 R07 CHORD 11-12--10/1271,10.12=-161/1216,9-10=25/1133,8-9=-25/1133,8-13=-09/1767,6-13=-396/1903 WEBS 4-10=-116/186,4$-0/543,SS=455/90,3-10=112/237,3-11=1453284 NOTES 1)Unbalanced rud live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=251t;TCDL=6.4psf;BCOL=4.2psf;Category II;E xp 8:enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber D0L=1.33 plate grip DOL=1.06, 3)This truss has been designed for a 10.0 psf bottom chord live load nombncurrent with any other live bads. 4)This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-M,19-M to 20-8-0 for 500.1 pit. LOAD CASE(S) Standard O��QT ES w r•r'1 C01817 ' E - 9 OF CA 4` Job T uss Truss Type Oty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T503G GABLE 5 1 Job Reference a tional niversal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 01 MiTek Industries,Inc. Wed Jun 18 1 t44:35 2008 Page 1 -1-7-01 3-4-15_ 8-10-0 20-8-0 , 2273-0 1-7-0 3-4-15 5-5-2 11-10-0 1-7-0 44- Scale=1:44.8 4.00 F12 2x4 II 8 6011 9 3x4% 7 3x4 2x4 11 6 10 2x4 11 2x4 11 2x4 11 5 11 2x4 I I 2x4 I1 4 12 2x4 11 2 3 13 1 14 co 15 F FULLBEARING TILLS 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x4= 2x4 11 2x4 I i 2X4 11 2x4 1 3x4-- 5x4- 3x4 2x4 :1 2x4 11 2x4 11 2x4 11 2x4 11 20-8-0 1 20-8-0 Plate Offsets KY: 2:0-2-50-1-0 2:0-2-0 M-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) 1/de8 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.01 15 nlr 180 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.01 15 nh 80 BCLL 0.0 Rep Stresslncr YES WB 0.19 Horz(TL) 0.01 14 n/a n1a BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight:92lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1INo.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins, except end verticals. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or"-0 cc bracing. WEBS 2 X 3 SPF Stud'Except' W22X4 SPF Sid OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 29=237f20-8-0,14=271/20.8-0,22=97Y20-6-0,23=1 8412 0-8-0,25=161/20-8-0,26=88/20-8-0,27=115/20-8-0,28=-19120-8-0,21=21520-8-0,19=119/20.8-0,18=9wo-8-0, 17=39120-8-0,1fi=272/20-M,24=1920-M.20=19M-M Max Horz29=-WLC 14) Max Uplift29=320(LC 11),14=-198(LC 18),23=-252(LC 16),25=-283(LC 11),26--23(LC 11),27=-14(LC 11),28=-260(LC 27),21--223(LC 13),19=-232(LC 18),18=17(LC 18),17--25(LC 13) Max Grav29=508(LC 27),14=424(LC 26),22=128(LC 10),23=399(LC 9).25=451(LC 27),26=110(LC 27),27=122(LC 27),28=247(LC 13),21=401(LC 10),19=368(LC 26),18=118(LC 26), 17=47(LC 10).16=272(LC 10),24=45(LC 2),20=46(LC 2) FORCES (lb)-Maximum C wrpressfon/Maximum Tension TOPCHORD 1-2=0/38,2-3=177/189,3-4=-103/121,45=-21184,5.6=-74/151,6-7--132/184,7-8=-32/125,8-9=-1271188,9-10=-270290,10-11=-155/176,11-12=-212/221,12-13=-309286, 13-14-520/455,14-15=0/33,2-29=-3801211 BOT CHORD 28-29=-160/185,27-28=-127/152,26.27=-64/89,25-26=-1281153,24.25=-193/218,23-24=-257/282,22-23=-991123,21-22=-1641188,20-21=-79/112,19-20=681101,18.19=-132I165, 17-18=-190/223,16-17=-261/294,14-16=-4471461 WEBS 8-22=1 0 911 1,7-23=-172142,6-25=-432/293,5-26=-96138,4-27=-106/30,3-28--1131137,9-21=-159/31,10-19=-350/242,1 1-18=-95/32,12-17=-48123,1 3-1 6=-2 1 8134,10.21=-332/304, 6-23--041/360 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 14-0 oc. 7)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSIfTPt 1. 8)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-M for 48.4 pff. LOAD CASE(S) Standard w rn °C (01817 �O E - 9 Ot C Job Truss Truss ype ty Ply ROSETTA CANYON IUCENTE)URANEF • ' E-3585 T504A GABLE 4 1 Jab Reference c floral Universal TrussInc.,Fontana,CA 92 ) s y 2007 MiTek Irbustries,inc�w Jun 18 1G�b9 Page 1 -1-7-0, 7-5-0 14-10-0 22-3-0 29-8-0 13 1-7-0 7-5-0 7-5-0 7-5-0 7-5-0 1 1-0 Scale=1:55.8 45 11 Camber=318 in 4 4.00 12 2x4 2x4 3 5 u2 2 6 rn 1 7 I—. 0 0 3x7= 10 9 8 3x7= 3x4 w 3x4= 3x4- 9-10-11 19-9-5 29-&0 9-10-11 9-10-11 9-10-11 Plate Offsets KY):: 4:0-3-0 Ed e LOADING(psi) SPACING 2-M CSI DEFL in (too) Weill Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.56 Vert(LL) -0.21 2-10 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.57 2-10 >613 240 BOLL 0.0 Rep Stress Ina YES WB 0.42 Horz(TL) 0,13 6 n1a Na BCDL 7.0 Code IBG2006ITP12002 (Matra) Weight:102lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purfins. BOT CHORD 2 X 4 DF-N No.1lNo2 BOT CHORD Rigid ceiling direcUy applied or 10-M oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lblsize) 2=1325/0-3-8,6=1325/0-3-8 Max Horz 2=58(LC 4) Max UpkU--40(LC 5),6=-40(LC 6) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=W34,2-3=-2936114,3-4=-253114,4-5=-2531W,5.6=-2936114,6-7=0134 BOT CHORD 2.10--012710,9-10=0/1812,8-9=0/1812,f --V2710 WEBS 3-10=5591108,4-10-01755,4-8=01755,5-8=-5591108 NOTES 1)Unbalanced roof live bads have been considered for this design. 21 Wind:ASCE 7-05;85mph;h=25R;TCDZ=8.4pst BCDL=4 2psf;Categary If;Exp B;enclosed;MWFRS gable end zone;and vertical left and fight exposed; Lumber DOL=1-33 plate grip D0L=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance With the 2006 International Building Code section 2306.1 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard / /i` S 4�' QITi ham, (01817 "' I E - 9 i OF CA Q� Job Truss Truss Type oty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T504AG GABLE 4 1 Jo h Reference o tioneI Uriverse cuss,Inc.,Fon a. 7.000 s ay 9 2007"Te ndustnes,Inc. Wad Jun 18 16:44:40 2008 Page 1 rr11-7:� 14-10-0 20-10-0 23-0-0 29-5-0 f31-3 1-7-0 14-10-0 6-0-0 2.2-D 6-8-0 1-7-0 Scale=1:69. 4x7 11 Camber=3116 in 2x8 11 2x8 11 2x8 11 3x4 4,00 F1'Zx4 I I 2x8 11 10 2x8 11 3x8% 8 9 11 12 4x10= 2x4 11 7 13 2x4 2x4 I 5 6 32 14 3 4 II 21 r i 2 28 15 Ln 26 161cn 1 BEARING: o 33 25 24 23 22 21 20 19 18 17 34 3x4- 2x4 I I 2x4 11 3x4= 3x4= 3x8= 3x4= 2x4 11 21t4 11 4x6= 29-B-0 29-8-0 Plate Offsets :0 5-0 Q 1-0 :0-5-0 0-1-0 :0.5-0 0.1-0 10:0.1-120 2 11:03-0o-1-0 12:0-5 0 0-1 13:0-0-12 0-2� 19:G-0-0,0-2 O1 LOADING SPACING 2-0-0 CSI DEFL in 000) Vdefl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.85 Vert(ILL) -0.11 16-17 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.61 Vert(M) -0.30 15-17 >711 240 BCLL 0.0 Rep Stress Incr NO WB 0.57 HorA L) 0.04 15 We n/a BCDL 7.0 Code IBC2006/TP12002 (Matsu) IWeight:143 to LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1ft.2'Excepl' TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc puriins. T2 2 X 4 SPF Std,T3 2 X 4 SPF Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2 X 4 DF-N No.1/No.2 10-0-0 oc bracing:17-19 WEBS 2 X 3 SPF Stud B-0-4 oc tracing:15-17. OTHERS 2 X 3 SPF Stud"Except" JOINTS 1 Brace at Jt(s):26,27 022X4 SPF Std REACTIONS (1b/size) 2=286/12-3.8,15=8351036,25=291/12-3-8,24=2111238,23=131/1238,22=136112-3-8,20--194/12-33,19=109411238,21=50/12-3-0 Max Herz 2=148(LC 13) Max Upli82=-245(LC 15),15=-344(LC 18),25=33(LC 12),24=29(LC 12),23=22(LC 12),22=-142(LC 11),20=314(LC 28),19--54(LC 18) Max Grav2=451(LC 10),15=1010(LC 9),25=292(LC 9),24=28(LC 25),23=142(LC 9),22=269(LC 27),19=1124(LC 9),21=111(LC 2) FORCES (lb)-Maximum CompressionfMaximum Tension TOP CHORD 1-2=0133,2-3=•592/522,3-4=-4221398,45=-339/349,5.6=-291/307,6-7=344/329,7-0=-207/260,8-9=264/222,9-10=-194/172,10-11--99/124,11-12=1881167,12-13=312/267, 13-14=-1440/456,14-15=-20081725,15-16=0/34 BOT CHORD 233=361/479,2533=-138/222,24-25=-1381222,23-24=438/222,2 2-2 3=1 3 8122 2,21-22=129/215,2 0-2 1=1 2 9121 5,19-20=-45/155,18-19=-123/1231,17-18=12311231, 17-34=-162/1364,15.34=-632/1513 WEBS 10-26=23/0,14-1 7=3 9 911 31,1 2-2 7=2 1 617 0,ll-28=-16/51,3.25=-232/71,4.24=-33125,5.23=115138,6-22--260/148,7-20=351168,8-19=-587/81,9-31=3/39,6-20=-1301164, 19-31=-1184/191,26-31=-1193/191,26-28=11871193,27-28-1202/197,27-32=11391180,13-32=1055/16B,13-17=-07/539,17-32=198/63 NOTES 1)Unbalanced roof live loads have beon considered for this design. 2)Truss designed for wind bads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Sta lard Gable End Deta11" 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurreht with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 1-4-0 oc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSVTP1 1. 7)This truss has been designed for a total drag load of 1100 lb. Connect truss to resist drag loads along bottom chord from 0-M to 1-0-0.2M-0 to 29-M for 550.1 pfi. LQ%DCASE(S) Standard ES (01817 E OF o�f/� Job Truss Truss Type Oty Ply ROSETTA CANYON 1[/CENTEX/RANEE E-3585 T504B COMMON 6 3 Job Reference o Vonal Univ russ,Inc.,Fontana, 7. s ay 29 a us tries,Inc. Jun age 1 1 5-7-4 ? 14-10-0 24-0-12 29-" 5-74 9-2-12 9-2-12 5-74 5x6 1 I Scale=1:55.3 Camber=9/16 in 4.00 F12 4 4x5% 45 3 5 3x4 3x4 2 6 1 7 ,n r>7 [7 4x8 I I o 13 12 11 10 9 8 14 4X9= 26 11 6x6= 7x8= 10x10= 2x6 11 4x9= 4x8= 4x8= 5-7-4 14-10-0 24-0-12 29-8-0 5-7-4 9-2-12 9-2-12 5-7-4 Plate Offsets(X,1): [1:0-0-3,Edge],[1:14-12,04-12],[2:0-1-8,0-1-81,[3:0-1-8,0-2-0],15:0-1-8,0-2-0],[6:0-1-8,0-1-8],[7:0-0-3,Edge],[7:0-3-8,2.2-0],[T14-12,0-4-12],[8:0312,0-1-0],[9:G-5-0,Edge], 10:0-4-0 03-12 11:0-2-0 0-312 12:0-3-1z 0-1-0 LOADING(psf) SPAGNG 2-M CSI DEFL in (loc) Vdefl Lld PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.80 Vert(LL) -0.35 9-10 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.90 9-10 >393 240 BCLL 0.0 Rep Strm tnQ NO WB 0,94 Horz(fL) 0.18 7 Na n/a BCDL 7.0 Code IBC2006ITP12002 (Malroc) Weight:494lb LUMBER BRACING TOP CHORD 2 X 4 DF-N 240OF 2.CE TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc pudins. BOT CHORD 2 X 8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std'Except- W1 2 X 4 DF-N No.1/No2 WEDGE Left:2 X 3 SPF Stud,Right:2 X 4 SPF Sid REACTIONS (INsize) 1=10902/0.4.3(input: 03-8),7=10902/0-4-3(input: 03.8) Max Horz 1=738(LC 12) Max Uplifl1=1098(LC 15),7=-1098(LC 18) Max Grav 1=11723(LC 10),7=11723(LC 9) FORCES (lb)-Maximum CompressicxVMaximum Tension TOP CHORD 1-2=-3072513315,2 3=-250 72122 59,34=-1869611291,45=-1869611291,55=-2507012177,6-7=30704/3296 BOT CHORD 1-1 3=1 09812 722 7,12-13=•1057Y27187,11-12=1057127187,1 0-1 1=566/22 57 9,9-10=-844/22597,8-9=947127116,8-14=-047/27116,7-14=1734/27903 WEBS 2-12=-09/2678,2-1 1=4 94 7204,3-1 1=1 2215097,3-10=-64241224,4-10=2511i0912,5-10=.r4221222,5-9=-120/5095,6-9=4967/226.6-0=1 0 112 69 0 NOTES 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 8-2 rows at 04-0 cc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except H noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only bads noted as(F)or(8),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;h=25fl;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;endosed;MWFRS gable and zone:end vertical left and right exposed; Lumbar DOL=1.33 plate grip DOL=1.06. 5)This truss has been designed for a 10.0 psf bottom chord live load nonc oncurreni with any other five loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)WARNING:Required bearing size atjoinl(s)1,7 greater than input bearing size. 8)This buss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 9)This truss has been designed for a total drag toad of 5110 lb. Connect truss to resist drag loads along bottom chord from 0-M to 1-0-0,2"-0 to 29-8-0 for 2555.0 plf. 10)Girder carries be-in span(s):345-0 from G-0-0 to 29-8-0 LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-68,4-7=.68,1-7=-674(F=-660) Q%QfC Es kD Q r u rr1 °C (01817 * E - Of C 4� Job Truss Truss Type city Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T504B- COMMON 6 Job Reference o tional niversa Truss,Inc.,Fontana, 2 5 s May 29 ek Induslnes,Inc. Wed Jun 18 1 :44:45 2008 Page 5-7A 14-10-0 24-0-12 29-8-0 5-7-4 9-2-12 9-2-12 5-7-4 5x6 IV Scale=1:55.3 Camber=9/16 in 4.00 F12 4 4X5 y 4x5 3 5 3X4% 3x4 I 2 6 Ln Lo 1 7 rn 4X8 11 13 12 11 10 9 8 14 4X9= 26 11 9x10 MT16= 7X8= 8x6= 2X6 11 4x9= 4X8= 4X8= 5-7-4 ( 14-10-0 24-0-12 29-8-0 5-7-4 9-2-12 9-2-12 5-7-4 Plate Offsets(X,Y): [1:0-0.3,Edge],[1:14-12,GA-12],[2:0-1.8,0.1-B],[3:0.1.8,0.2-0],[5:0-1-0,0-2-01,[6:0-1-0,0-1-8],[7:043-3,Edge],j7:0-3-0,2-2-0],p:1-4-12,0-4-12],[8:0312,0-1-0],[9:0.2-8,0.3-12], 10:0-4-0 0-3.1z 11:0.4-12 0-6-0 12:0-3-12 0-1-0 LOADING(psi) SPACING 2-M CSI OEFL in (loc) I/deil Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.80 Vert(LL) -0.35 9-10 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert{TL) -0.90 9-10 >393 240 MT16 1161127 BCLL 0.0 Rep Stress Ina NO W B 0.94 Horz[TL) 0.18 7 nla n/a BCDL 7.0 Code IBC20061fP12002 (Matrix) Weight:494lb LUMBER BRACING TOP CHORD 2 X 4 DF-N 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc pudins. BOT CHORD 2 X 8 OF SS BOT CHORD Rigid ceiling directly applied or 10-"oc tracing. WEBS 2 X 4 SPF Std•Except• W1 2 X 4 DF-N No.1/Ne.2 WEDGE Left:2 X 3 SPF Stud,Right:2 X 4 SPF Sid REACTIONS (lb/size) 1=10902.104-3(input: 0-3-8),7=1090210-43(input: 0.3-8) Max Horz 1=-737{LC 13) Max Uplift1=1098(LC 15),7=-1098(LC 18) Max Grav 1=11723(LC 10),7=11723(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3 072 5/3 31 5,23=-25072/2259,3-4=1869611291,45-18696/1291,5-0=-25070/2177,6-7=30704/3296 BOT CHORD 1-13=-1098127228,1 2-1 3=-1 05 7/271 87,11-12=105727187,10.1 1=-86 6122579,9-1 0=-84 3122 5 97,8-9=946/27115,8.14=946127115,7-14-173427903 WEBS 2-12=-892678,2-11=-4947204,311=127J5097,3.10=-0424224,4-10=251/10912,6-8=-1 01 2 6 90.59=120/5095,5-10=5422222,6-9=4967226 NOTES 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X B.2 rows at 0-4-0 oc. Webs connected as follows:2 X 4-1 row at 0-94)oc. 2)All loads are considered equally applied to ail plies,except t noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connexions have been provided to distribute only loads noted as{F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mp4l;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed:MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)WARNING:Required bearing size at joint(s)1,7 greater than input bearing size. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)This truss has been designed for a total dreg load of 5110 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,28-8-0 to 29-U for 2555.4 pt. 11)Girder carries tie-in span(s):34-"from 0-0-0 to 29-" LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf4=- oQRQf ES Vert:1�=E8,4-7=F8,1-7=-0 fi60 74(F= ) W fT! (01817 * E - 9 Of C 4Q` Job Tn,ss Truss Type Oty MY ROSETTA CANYON II/CENTEXIRANEE • E-3585 T504C CAL HIP 1 Job Reference Lionel Uni Truss,Inc-,Fontana,CA 5(GAR s y 7 Te uslnes,Inc. Wed Jun 18 1 :44:47 2008 Page 1 -1-7-0,_ 4-9-5 7-11-11 12-1-3 17-6-13 21-8-5 24-10-11 2"-0 31-3 0, 1-7-0 4-9-5 3-2-6 4-1-8 5-5-10 4-1-8 3-2-6 4-9-5 1-7-0 Scale=1:58. Camber=9/16 in 4.00 F12 4x8 3x4= 3x4= 4x8 2x4 4 15 1fi 5 fi 17 718 2x4 3 8 2 9 1 10(7 o 47= 1419 20 13 12 21 2211 47= 3x8= 3x12.5 MT16= 3x8= 3x4= 14-10-0 29-8-0 14-10-0 14-10-0 Plate Offsets X Y: 2D-2-2 0-0-2 9:0-2-2 0-0-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildeft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.37 12 >966 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.74 VergTL) -0.91 11-12 >386 240 MT16 1521158 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.21 9 rda rt/a BCDL 7.0 Code IBC200&TP12002 (Matra) Weight:218lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1INo.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins,except BOT CHORD 2 X 4 DF No.18Btr 0-"oc pudins(3-4-11 max.):4-7. Except: WEBS 2 X 3 SPF Stud 3-5-0 oc bracing:4-7 REACTIONS (lb/size) 2=3098/0-3-8,9=3098/036 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 2=33(LC 3) Max Uplift2=189(LC 3),9=-189(LC 4) FORCES (lb)-Maximum CompressionlMaximvm Tension TOP CHORD 1-2=0134,2-3=-81231526,3-0=$4791581,4-1 5=-01 29157 5,15-1&=8129/575,5.16=-8129/575,5-i=-10388/683,6-17=-01291575,17.18=-8129/575,7-18=-8129/575,7-8=-84791581, 8-9=-01241526,9-10=0134 BOT CHORD 2-14=-47lf7604,14-19=-722110252,1 9-20=72211 02 5 2,13-20=-722110252,1 2-1 3=72211 025 2,12-21=705110252,21-22=-70SM0252,1 1-22=-70 5/1 02 52,9-11=43811604 WEBS 3-14=91/816,4-14=0/1063,5-14=2470259,5-12=0/293,6-12=0293,6-11=2470258,7-11*011053.8-11=-92/816 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3')nails as follows: Tap chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 X 3-1 row at 0-9-0 oc. 2)All bads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;h=25ft;TCDL--8.4psf;BCDL-4.2psf;Category 11;Exp B;enclosed:MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 pst bottom chord live load nonoonntnent with any other live bads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss requires plate inspection per the Tooth Count Method when this buss is chosen for quality assurance inspection. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfFPI 1. 10)Girder carries hip end with 8-"end setback and fiein span of 3-0-0 from subgirder. 11)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC wl2-10d nails. LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-68,4-15=-68,16-17=182,7-18=-68,7-10=-08,2-9=34(1`=20) Concentrated Loads(lb) Vert:15=725 18=-725 Trapezoidal Loads(pit) Vert:15=-165-to-16=-182,17=-182-to-18=-165 Q�'Of ES Q rM ta, m °C C01817 7° * E - 9 J>� OF C Job Truss Truss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T504C- CAL HIP 12 . Job Reference a 'a Universe Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 7 M, anal ustries,Inc. Wed Jun 1 :48 2008 Page 1 4-9-5 , 7-11-11 12-1-3 _ 17-6-13 21-8-5 24-10-11 29-M 4-9-5 3-2-6 4-1-8 5-5-10 4-1-8 3-2-6 4-9-5 Scale=1:53. Camber=9/16 in 4.00 F12 48 3x4= 3x4= 4x8 2x4\ 3 13 14 4 5 15 616 2X4 2 7 op 19 u7 1 8 u7 N f'1 IC7 O O 47 1217 18 11 10 19 209 4X7— 3X8= 3x12.5 MT16— 3X8— 3x4 14-10-0 , _ 29-8-0 14-10-0 14-10-0 Plate Offsets Y: 1:0-2-2 0-0-2 8:0-2-2 0-0-2 LOADING(psf) SPACING 2-M CSI DEFL in (Im) Heft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0,89 Vert(LL) -0.37 10 >959 360 MT20 197/1" TCDL 14.0 Lumber Increase 1.25 BC 0.75 Vart(TL) -0.92 9-10 >384 240 MT16 152/158 BCLL 0.0 Rep Stress Ina NO WB 0.53 HorzR) 0-21 8 nda n/a BCDL 7.0 Code IBC200&TPI2002 (Matrix) Weight:209lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No,I/No.2 FOP CHORD Structural wood sheathing directly applied or 4-"oc pudins.except BOT CHORD 2 X 4 DF No.t&Btr G."oc pudins(349 max.):3.6. Except: WEBS 2 X 3 SPF Stud 3-5.0 oc bracing:35 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. REACTIONS (lb/size) 1=2977/0-3-8.8=2977/0-3-8 Max Horz 1=21(LC 3) Max Upliftl=149(1-C 3),8=-149(LC 4) FORCES (ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-8186/548,2-3=-85321595,3-13=-8178d589,13-14=-8178/589,4-14=-8178/589,45=-10431/690,5-15=-81781589,15-16=-8178/589,6-16=-81781589,6-7=-85321596,7-8--8186/548 BOT CHORD 1-1 2=5011767B,1 2-1 7=-740/1 0297,1 7-1 8=74011 0297,11-18=-740/10297,1 0-1 1=-74 011 029 7,10.1 9=7 1 9/1 0297,19.20=-719/10297,9.20=719/10297,8-9=-4801T678 WEBS 2-1 2=9318 06,3-12=0/1075,4-1 2=-2 4 7312 6 1,4-10=0I291,51 0=0129 1,5.9-24721261,&9=0/1075,7-9=-931806 NOTES 1)2-pry truss to be connected together with 10d(0.131'x3')nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 X 3-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design, 4)Wind:ASCE 7-05:85mph;h=25R;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;endosed;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 5)Provide adequate drainage to prevent water pending. 6)This truss has been designed for a 10.0 psf bottom chard live load nanconkurrent with any other We bads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)Girder carries hip end with 8-M end setback and tie-in span of 3-M from subgirder. 11)Design assumes 4x2(Rat orientation)purlins at oc spacing indicated,fastened to truss TC wl 2-10d nails. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pli) Vert:1-3=E8,3-13-68,14.15=182,6-16=-68,6-8=-68,1.8=-34(F=-20) Concentrated Loads(lb) Vert:13=725 16=725 Trapezoidal Loads(plf) Vert:13=-165-to-14=-182,15=-182-to-16=-165 �VrjfE w rn C01817 > E " 9 1� Ui CA OF Job Truss Truss Type oh' Ply ROSETTA CANYON IIlCENTEX/RANEE • E-3585 T504D CAL HIP 1 1 Job Reference o tional Universe Hiss,Inc.,Fontana, 5( 7. 0 s May 292007 i e rxiustnes,Inc. Jun age 1-7-0 4-9-5 9-11-11 12-1-3 17-6-13 19-8-5 1 24-10-11 29-" 31-3-0 1-7-0 4-9-5 5-2-6 2-1-8 5-5-10 2-1-8 5-2-6 4-9-5 1-7-0 Scale=1:58. Camber=1/2 in 4.00 F12 4x6% 5 3x4= 3x4= 9 4x6 ZZ 2x4-Z�- 4 7 6 7 8 2x4 3 Fri 10 op u� 2 11 C6 12(� o a 4x6— 16 15 14 13 4x6— 3x8= 4x6= 3x8= 3x4= _ 14-10-0 29-8-0 14-10-0 14-10-0 LOADING(psi) SPACING 2-" CSI DEFL in (loc) 11dofl Ud PLATES GRIP TCLL 20.0 Plains Increase 1.00 TC 0.75 Vert(LL) -0.26 14 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Ved(TL) -0.74 13-14 >475 240 BCLL 0.0 Rep Stresslncr YES W8 0.82 HorzR) 0.18 11 Na n/a BCDL 7.0 Code IBC2006"12002 (Matrix) Weight:114lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 3-1.12 oc pudins,except BOT CHORD 2 X 4 DF-N No.1/No.2 0-0-0 oc pudins(2-10-12 max.):4-8. Except: WEBS 2 X 3 SPF Stud 2-11-0 oc bracing:4.8 REACTIONS (IOlsize) 2=139310-3-0,11=t393r0i�8 BOT CHORD Rigid coiling directly applied or 104A oc bracing. Max Harz2=27(LC 3) Max Upli@2=-87(LC 3),11=37(LC 4) FORCES (lb)-Maximum CompressiorJMaximum Tension TOP CHORD 1.2=0134,2-3=.72371130,3-4=-01 6711 30,4-5=$1/0,4-17=-30211156,6-17=30211156,6-7=.3849/170,7-18=30211156,8-18=-3021/156,8-9=-61/0,8.10=-3167/130,10.11=3237/130, 11-12=0/34 BOT CHORD 2-15=-95/3000.15-16=-12513793,14-15=-125/3793.13-14=-121/3793,11-13=6110( 0 WEBS 3-16=211151,4-16-0/490,6-16=982175,6-14=-251185,7-14=-251185,7-13=-982R5,8-13=a/490,10-13=-21/151 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Fxp 8;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Iva bads. 5)This truss requires plate inspection per the Tooth Count Method when this buss is chosen for quality assurance inspection, 6)This truss is designed in accordance with the 20D6 International Building Code section 2306.1 and referenced standard ANSI/fPI 1. 7)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC wl 2-10d nails. LOAD CASE(S) Standard V%Zf E � Q � W r rr °C (01817 7O * E - 9 �• 19" OF C 0� Job Truss Truss Type aty ROSETTA CANYON IVCENTEX/RANEE E-3585 T504E CAL HIP 1 , Job Reference o tional nwersa russ, nc., ontana, 5(GAR) 7,000 s May 29 2007 u e nduitries,InE Wed Jun 18 16:44:52 2008 Page 10-10-11 14-10-0 18-9-5 29-M 10-10-11 3-11-5 3-11-5 10-10-11 Scale=1:53. Camber=9/16 in 8x10 MT16% 4.00 F12 2X4 11 8x10 MT16zz� 3 4 5 i3x4 7;:�; _ 3x4 +r�+ 2 6 n1 7 o-4 l� 5x8= 5x8= c 14 13 12 11 10 9 8 15 5x8= 2x6 11 7x6= 7x10 MT16= 7x10= 7x6= 2x6 II 5x8= 8-1-8 14-10-0 21-6-8 29-8-0 8-1-8 6-8-8 6-8-8 B-1-8 Plate Offsets X Y: 1:0-3-3 Ede 1:l-10-12 0-" 3:0.4-12 0-3.0 &O-4-12 0-3-0 0.3-3 Ede :1-10.12 0." ):0-3-0 0-4-12 10:0.5-0 0-4-12 12:0-3-0 0-4-12 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1,00 TC 0.75 Vert(LL) -0.37 9.10 >941 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Ved(TL) -0.96 9-10 >36B 240 MT16 1521158 BCLL 00 Rep Stress Ina NO WB 0,46 Horz(TL) 0,14 7 rda n/a BCDL 7.0 Code IBC2006ITP12002 (Matrix) Weight:572lb LUMBER BRACING TOP CHORD 2 X 4 DF-N 240OF 2.OE-Except` TOP CHORD St-uctuml wood sheathing directly applied or 4-7-7 oc purlins,except T2 2 X 6 DF-N No.1/No,2 04)-0 oc purlfns(4-10-7 max.):3-5. Except: BOT CHORD 2 X 10 OF SS 4-10-0 oc tracing:3-5 WEBS 2 X 4 SPF Std`Except' BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. W3 2 X 4 DF-N No.1114o.2,W2 2 X 4 DF-N No,1/No.2,W2 2 X 4 DF-N No,1/No.2 W3 2 X 4 DF-N No.1/No.2 REACTIONS (Iblsize) 1=10902/0-4-2(input: 03-8),7=10902/0-4-2(input: 0-3-8) Max Horz 1=725(LC 12) Max Uplifl1=1006(1-C 11),7--1006(LC 14) Max Grav 1=11615(LC 10).7=11615(LC 9) FORCES (tb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-29442/3019,23=-28142/2137,3.4=27222/1452,4.5=-27220/1450,5-6=281382045,6.7=-2941 1/2 990 BOT CHORD 1-1 4=-1 375/2 667 9,1 3-1 4=-1 37512 667 9,12-13=137526679,11-12=-1149/22020,10-11=-1149/22020,9-10=81721517,8-9=-080126011,8-1 5=-68 0/260 1 1,7-15=1460/26791 WEBS 3-12=-184/6804,3-10=-50216782,4-10=-2908f116,-110=-W3/6783,5-9=182ro802,2-12=-8141174,6-9=-844206,2-13=5041161.6-8=-527/174 NOTES 1)3-pty truss to be connected together with 1 Od(0.131'x3')nails as follows: Top chords connected as f(Alows:2 X 4-1 row at 0-9-0 oc,2 X 6.2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 10-2 rows at 0-4-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only bads noted as(F)or(B),unless otherwise indicated. 3)Unbatanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL-0.2psf;Category II;Exp B;enclosed;MWFRS gable and zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9)WARNING:Required bearing size at joint(s)1,7 greater than input bearing size. 10)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 11)This truss has been designed for a total drag load of 5110 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-M,28-8-010 29-M for 2555.0 plf. 12)Girder carries tie-in span(s):34.6-0 from O-0-0 to 29-8-0 13)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-1Od nails. LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-68,35=-68,5-7=-08,1-7=-074(F=-060) OQR4� Qv � W 1'T'r °C (01817 'O * E - 9 or pQ, Job truss Truss Type sty Ply ROSETTA CANYON I IJCENTEX/RAN EE E-3585 T504E- CAL HIP 1 ^S v Job Reference o Tonal Universal Truss,Inc.,Fontana,CA 92335(GAR) Z s May 29 2007 MTek Industries,Inc. Wed Jun 18 16:44:55 2008 Page 1 10-10-11 14-10-0 18-9-5 29-8-0 10-10-11 3-11-5 3-11-5 10-10-11 Scale=1:63. Camber=9/16 in 8x10 MT16 4.00 F12 2x4 11 8XIO IUT16a 3 4 5 I 3x4 s7�- 3x4 2 6 1 7 rr fM 5x8 5x8= o 14 13 12 11 10 9 8 15 5x8= 24 11 M= 7x10= 7x10 MT16= 7x6= 2X6 11 5x8= 8-1-8 14-10-0 21-6-8 29-8-0 8-1-8 6-8-8 6-8-8 8-1-8 Plate Offsets MY): 1:0-3.3 Ede 1:1-10-12 0S-0 3:0.4-12 0-3-0 5:04-12 0-3-0 :03-3 Ede :1-10-12 M-0 9:0-3-0 0-4-12 11 A-5.4 0-0-12 12:0-M 0-/-12 LOADING(psf) SPACING 2-04 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.75 Vert(LL) -0.37 9-11 >941 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0,98 Vert(IL) -0.96 9-11 >368 240 MT16 152115E BCLL 0.0 Rep Stress Incr NO WS 0.46 Horz(fL) 0.14 7 n/a n/a BCDL 7.0 Code IBC2006fFP12002 (Matrix) Weight:672lb LUMBER BRACING TOP CHORD 2 X 4 DF-N 240OF 2.0E'Except' TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins,except T2 2 X6 DF4d No.1/No.2 0-"oc pudins(4-10-7 max.):35. Except: BOT CHORD 2 X 10 OF SS 4-10-0 ac bracing:3-5 WEBS 2 X 4 SPF Std*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W3 2 X 4 DF-N No.11No.2,W2 2 X 4 DF-N No.1/No.2,W2 2 X 4 DF-N No.1/No.2 W3 2 X 4 OF-N No.1/No.2 REACTIONS (Iblsize) 1=10902/0-4-2(input: 0-3-0),7=10902/04-2(input: 0-3-8) Max Harz 1-725(LC 12) Max Up1ft1=1006(LC 11).7=-IW6(LC 14) Max Grav 1=11615(LC 101,7=11615(LC 9) FORCES (lb)-Maximum Compression Maximum Tension TOP CHORD 1-2=-2944213019,2-3=-2814212137,3-0=-2722211452,4-5=-2722011450,5-6=-2813812045,6-7=29411/2990 BOT CHORD 1.1 4=-1 375/26679,13-14=-1375126679,12-13=1375/26679,11-12=-1149/22020,1 0-1 1=-61 7/21 51 7,9-1 0=-61 712 1 5 1 7,8-9=-680/26011,8-15=58026011,7-15=-1460/26791 WEBS 3-12=-184/6804,3-11=502/6782,4-11=-29081116,5-1 1=-50 3167 8 3,5-9=16216802,2-12=514/174,6-9=544206,2-13=-504/151,6-8=527/174 NOTES 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9.0 oc,2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 10-2 rows at 0.4-0 oc. Webs connected as follows:2 X 4-1 row at D-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(6)face in the LOAD CASES)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL-1.06. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom Chord live load nonxnncurrent with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss requires plate inspection per the Tooth Gaunt Method when this truss is chosen for quality assurance inspection. 9)WARNING:Required bearing size atjoint(s)1,7 greater than input bearing size. 10)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a total drag load of 5110 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,28-0-0 to 29-8-0 for 2555.0 pff. 12)Girder carries tiein span(s):34-6-0 from 0-0 0 to 29.8-0 13)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC wl2-10d nails. LOADCASE(S) Standard �. 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pt0 C VBrt:1-3=-68,3-5=58,5-7=58,1-7=574(F=.860) ir 9 ��t E1Q' Job Truss Truss Type oty PIy ROSETTA CANYON 1110ENTMRANEE E-3585 T504F CAL HIP 1 3 Job Reference o tional Universal Truss,Inc.,Fontana,CA 923 5 GAR) 7.000 s May 29 2007 MiTek Indusrnes, nc. Wed Jun 16 16:44:58 2008 Page 1 10-10-11 14-10-0 18-9-5 29-8-0 10-10-11 3-11-5 3-11-5 10-10-11 Scale=1:53.5 Camber=11(16 in BX10 MT16 4.00 12 2X4 I 8x10 MT16� 3 4 5 3x4 3x4 2 6 Cn ~n 1 7 m Ic, 5X6= 5x8 o 14 13 12 11 10 9 8 15 5X8= 2X6 I I 10X10= 7x10 MT16— 700= 10X10= 2x6 11 5x6— B-1-81 14-10-0 21f 8 29-8-0 8-1-8 6-8-8 6-8-8 8-1-8 Plate Offsets X Y: 1:0-3-3 Ed 1:1-10-12 0-r0 0-5-0 0-3-0 5:0-5-0 OJ-0 :03-3 Ede :1-10-12 0-" 9:05-0 0-0-4 10:0-5-0 0-4-12 12:0-5-0 0-6-4 LOAMG(pef) SPACING 2-M CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 1.00 Ved(LL) .0.29 10-12 >999 360 MT20 197/144 TOM 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.97 9-10 >365 240 MT16 152/158 BCLL 0.0 Rep Stresslncr NO WB 0.49 Horz(TL) 0.13 7 nla n/a BCDL 7.0 Coda 0020067TPI2002 (Matrix) Weight:572lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr'Except* TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc pudins,except T22 X 6 DF-N No-1/No.2 0-0-0 oc pudins(5-3-0 max.):3-5. Except: BOT CHORD 2 X 10 DF SS 5-3-0 oc bracing:3-5 WEBS 2 X 4 SPF SW*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 or bracing. W3 2 X 4 DF-N No.1/No.2,W2 2 X 4 DF-N No.1/No.2,W2 2 X 4 DF-N No.1/No.2 W3 2 X 4 DF-N No.1/No.2 REACTIONS (lb/s¢e) 1=9810/0-3-8,7=8225103-8 Max Harz 1=724(LC 121 Max Upl'Rl-947(1-C 11),7=-854(LC 14) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-24506/2843,2-3=-24 31 311 9 72,3-4=24758H270,45=-24758/1268,55=26047/1872,6-7=-23 8 6412 6 55 BOT CHORD 1-14=-%W3385,13-14=1237f23385,12-13=1237/23385,1 1-1 2=-1 01 411 967 8,10-11=-1014/19678.9-10=-435/20472,8-9=390/22765,8-15=-390122765,7-1 5=-1 1 4012 2 765 WEBS 3-12=-15115751,3-10=-446/6359,4-10=-2753/9B,5-10=502/6714,5-9=-70/7166,2-12=-8431190,6-9=-212/2307,2-13�577/159,63=-27651237 NOTES 1)3-ply truss to be connected together with 10d(0.131"xX)nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc. Bottom chards connected as fotk»vs.2 X 10-5 tows at 0-4-0 ac. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;05mph;h=250;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL=1.06. 5)Provide adequate drainage to prevent water pending. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9)This truss is designed in accordance with the 2008 4ntemationa4 8ui4ding Code section 2306.1 and referenced standard ANSVTPI 1. 10)This truss has been designed for a total drag bad of 5110 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,2M-40 to 29-8-0 for 2555.4 plf. 11)Girder carries tie-in span(s):295-0 from 0-0-0 to 21-" 12)Design assumes 42(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. LOADCASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-08,35=-68,5-7=-68,1-9=575(F=561) r Concentrated Loads(lb) Q[�� Vert.9-3500(F) OQ� Trapezoidal Loads(ptt) 4(r Vert 9=-02(F=-28}tG-7=-16(F=-2) �4r4 C. aaa r n C01817 �Q E " 9 OF C Job Truss Truss Type caty Pry �IROSETTA CANYON IIlCENTEXIRANEE • E-3585 T504F- CAL HIP 1 3 Job'Reference o iona{ mveisa Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 MiTek lndusiries,Inc. Wed Jun 18 16; age 1 10-10-11 14-10-0 18-9-5 29-8-0 10.10-11 3-11-5 3-11-5 10-10-11 Scale=1:53. Sx10 MT16:—� Camber=11/16 in 4.00 rl2 2x4 II 8x10 MT1fiz�- 3 4 5 l3x4% 3x4 m' 2 6 xn 1 7 xn xLl 4 Icy 5x8= 5x8, 14 13 12 11 10 9 8 15 5x8= 2x6 11 10x10= 7x10= 7x10 MT16= 10x10= 2x6 11 5x8= 8-1-8 14-10-0 21 6 8 29.8-0 r 8-1-8 6-8-8 6-8-8 8-1-8 Plate ORsetil Y: :0-3-0 E e 1:1-10-12 0-0 0 :0-5-0 0-3-0 5:050 0-3-0 :0-0-3 Ed a 1-10-12 0-0-0 9:05-0 0-6-4 t 1:0-5-0 0-4-12 12:0-5-0 M-4 LOADING(psf) SPACING 2-M CS1 DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 1.00 Vert(LL) -0.29 11-12 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.91 VertR) -0.97 9-11 -365 240 MT16 152J158 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.13 7 n/a nla BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight:572lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr*Except* TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins,except T2 2 X 6 DF-N No.1/No.2 0-0-0 oc purfins(53-0 max.):3-5. Except: BOT CHORD 2 X 10 OF SS 5-3-0 oc bracing:35 WEBS 2 X 4 SPF Std-ExoaW BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. W3 2 X 4 DF-N No.1MD.2,W2 2 X 4 DF-N No.1/No.2,W2 2 X 4 DF-N No.1/No.2 W3 2 X 4 DF-N No.1/No.2 REACTIONS (IlbJsize) 1=9810/0-35,7=8225/0-M Max Hors 1=724(LC 12) Max UpliR1=-947(LC 11),7=854(LC 14) FORCES pb)-Maximum Compression/Maximurn Tension TOP CHORD 1-2=-24506/2843,2-3--24313/1972,3-4=-2475811270,45=-2475811268,5-0=-2604711872,6-7=-23864/2655 BOT CHORD 1-14=4)94/23385,13-14=-1237123385,12-13=1237/23385,11-12=-1014/19678,10-11=A35/20472,9-10=.435/20472,8-9=-390/22765,8-15=-390/22765,7-15--1140/22765 WEBS 3-12=-151/5751,3-11=-44616359,4-11=-2753/98,5-11=-50216714,5-9=7017166,2-12=-043/190,6-9=-21212307,2-13=577/159,65=-2765/237 NOTES 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows:' Top chords connected as follows:2 X 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 10-5 rows at 0-4-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(0),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design, 4)Wind:ASCE 7-05;85mph;h=25ft:TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcumart with any other live bads. 7)Al plates are MT20 plates unless otherwise indicated. 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 10)This truss has been designed for a total drag load of 5110 lb. Connect truss to resist drag loads along bottom chord from 0-"to 1-M,28-M to 29-8-0 for 2555.4 pll. 11)Girder carries tie-in span(s):29-8-0 from 0-0-0 to 21-6- 12)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard Except: 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(ptf) Vert:1-3=-68,3-5=56,5-7=68,1-9=575(F=561) Concentrated Loads(lb) FES Vert:9=3500(1`) Trapezoidal Loads(plf) Vert:9=42(F=-28}to-7=-16(F=-2) rM t�7 Pr'i C 11 E - 9 Job Truss Truss Type Oty Ply ROSETTA CANYON IIICENTEX/RANEE E-3585 IT505A GABLE 1 1 Job Reference o lionai Universal Truss,Inc.,Fontana, A 92335(GAR) - 7.000 s May 29 2007 M Industnes,Inc. Wed Jun 18 16:45:02 2008 Page 1 -1-7-0 ,_ 8-3-11 104-0 i 12-4-5 20-8-0 22-3-0 , 1-7-0 8-3-11 2-0-5 2-0-5 8-3-11 1-7-0 Scale=1:42.2 Camber=5116 in 4.00 12 4x4 4 7 3x4= 4x4 zz 3 13 14 6 a. 2 8 , ri11 9 �M 0 0 3x6= 12 11 10 3X6= 3x4= 45= 3x4= 20-8-0 20-8-0 LOADING(psf) SPACING 2-M CSI DEFT- in (toc) Udef1 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.17 10-12 >999 360 MT20 197/144 1CDL 14,0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.52 10-12 >474 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.09 8 rda rJa BCDL 7.0 Code IBC20061TP12002 (Matra) Weight:781b LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc pudins,except BOT CHORD 2 X 4 DF-N No.I[No.2 0-0-0 oc pudins(4-1-5 max.);3-6. Except: WEBS 2 X 3 SPF Stud 4-1-0 oc bracing:3-0 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=102410-3-8,8=102410.3-8 Max Horz 2=22(LC 3) Max Uplift2=-79(LC 3).8=-79(LC 4) FORCES (lb)-Maximum CompressionfMaximum Tension TOP CHORD 1.2=0I34,2-3=-2336M3,3-}=-61/0,3-1 3=21 5711 24,5-1 3--2 1 5711 2 4,5-1 4=-21 5711 24,6-1 4=-21 5711 24,6-7=-0110,6-8=-2336193,8-9=0134 BOT CHORD 2-12=-5112172,11-12=-12212504,10.11=-122/2504,8-10=-3912172 WEBS 3-12---CM2,5-12=536l88,5-10=536187,6-10--V352 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;endosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in aocordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 7)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard Qga&ES u rVi tAJ >T (01817 E 9 OF CA ��` job Truss Truss Type aty Ply ROSETTA CANYON li/CENTEX/RANEE . E-3585 T5056 COMMON 1 1 Job Reference(optional) ' nversa Hiss,Inc., 5 7,OOn s ay 29 21X17 M!Tek industries,inc.Wed Jun 18 1 :45; Page 1 1-7=0 6-10-9 10-4-0 13-9-7 20-8-0 22-3-0 , 1-7-0 6-10-9 3-5.7 3-5-7 6-10-9 1-7.0 Scale=1:40.6 4x4— Camber=5/16 in • 4 4.00 F12 2x4-Z�- 2x4 i 3 5 ,n 2 6 0 d1 7 [1- 0 3x5= 8 3x5= 54= , 10-4-0 20-t3-0 10-4-0 10-4-0 Plate Offsets X Y: 8:0-4-0 0-3-0 LOADING(psl) SPACING 2-U CS! DEFL in (loc) Vdefl Ud PLATES GRIP T'CLL 20.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.19 6-8 >999 360 Mf20 1971144 TCDL 14,0 Lumber Increase 1.25 BC 0.80 VedR) -OA7 6-8 >519 240 BCLL D.0 Rep Stress Jncr YES WB 0.38 Hw47L) 0.D6 6 n/a rVa BCDL 7.0 Cade IBC2006rPP12002 (Matrix) Weight:TO lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purtins. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 9-1-3 oc bracing. WEBS 2 X 3 SPF Stud RFACTIONS (lb/size) 2=956/03-a,6=956/0-3-8 Max Herz 2=43(LC 12) Max Uplift2=-210(1-C 15),6=210(LC 18) Max Grav 2=1 125(LC W),6=1125(LC 9) FORCES (to)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34,2-3=-2336/492,3A=-1553/143,4.5=-1553/144,5-0=-2336/492,6-7=0/34 BOT CHORD 2-8=469/2094,6.8=-42812094 WEBS 3$=498/87,4.8=0/689,5 8=-49BM7 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;B5mph;h=25ft;TCDL=8.4psh,BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate gnp DOL=1.06 3)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a total drag load of 1000 lb. Conned truss to resist drag loads along bottom chord from 04)-0 to 2043-0 for 48.4 pH. LOAD CASE(S) Standard / 4�gFES 1�. LU `Y (01817 '� } Job as Truss Type my Ply ROSETTA CANYON IUCENTEX/RANEE E-3585 T505G GABLE 1 1 Job Reference o tional niversd Truss,Inc.,Fontana.CA 92335(GAR) 7.000 s May 29 2007 iTek ndustnes,Inc. Wed Jun 18 16:45:08 8 Page 1 r -1-7-0 , 14-10-8 20-8-0 , 22-3-0 , 1-7-0 5-9-8 9-1-0 5-9.8 1-7-0 Scale=1:47.2 2x4 11 2x4 11 2x4 11 2x4 11 2x4 I f 4x4� 2x4 11 4.00 12 2X4 11 2x4 11 2x4 11 4x4 2x4 II 4 5 6 7 8 9 10 11 12 13 14 2x4 11 3 D-K 15 rn r ,n 2 16 Al 17 Jm dFULL BEAR TRUS o 3x4 31 3029 28 27 26 25 24 23 22 21 2019 18 3x4= 2x4 11 2x4 11 2x4 I 2x4 11 2x4 11 3x4 2x4 11 2x4 11 20 11 2x4 11 2x4 II 2x4 11 2x4 ll 2x4 11 5-9-8 14-10-8 20-8-0 5-9-8 9-1-0 5-9-8 LOADING(psf} SPACING 2-0-0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 020 Ved(LL) -0.01 17 Nr 160 RU20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 17 n1r 80 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 23 nla n1a 9COL 7.0 Code ISC2000TPQW2 (Matrix) Weight:78Ito LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except ROT CHORD 2 X 4 DF-N No.11N0.2 0-M oc pudins(6-0-0 max.):5-13. Except: WEBS 2 X 3 SPF Stud 6-0-0 oc bracing:5-13 OTHERS 2 X 3 SPF Stud BOT CHORD Rigid ceifing directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 2=273120-0-0,25=76/20-",18=297120-8-0,19=-27/204W.21=92/20-8-0,22=11W"-0,23=96120-8 .31=297120-8-0,30=-27/20-8-0,28-9212"-0,27=115120-8-0, 26=96120-8-0,16=27312041-0,29=73/20-8-0,20=73/2M-0 Max Horc2=28(LC 11) Max Upli112=218(LC 15),25=-3(LC 14),18=-2(LC 17),19=-97(LC 26),21=17(LC 13),22=-0(LC 12),23-3(LC 13),31=-2(LC 16),30--97(LC 27),28=-17(LC 12),27=-7(LC 13),26=-3(LC 12),16=-223(LC 18) Max Grav2=44(LC 27),25=76(LC 1),18=302(LC 10),19=67(LC 16),21=106(LC 10),22=119(LC 25),23=96(LC 28),31-302(LC 9),30=70(LC 13),28=106(LC 9).27=119(LC 26), 26=96(LC 25),16=444(LC 26),29=77(LC 10),20=77(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 12=0/33,2-3=-571/536,3-0=353a%.4-0=-238/276,5-6=-2 1 512 54,6-7=-1 78121 7,7-8--1 1 411 52,8-9=-49188,9-10=-09/88,1 0-11=-11411 52,1 1-1 2=-1 78121 7,1 2-1 3=-21 512 54, 1 3-1 4=2381278,14-15=353/355,15-16=-5711527,16-17=0133 BOT CHORD 2-31=-001/531,3031=-308/337,29-30=244/273,28-29=-219/251,27-28=-177/208,26-27=-1121144.25-26=48f79,24-25=16/47,23-24=48/79,22-23=1121144.2 1-22=-1 7712 08, 20-21=-2191251,19-20=-244/273,18-19=308/337,16-18=-5011516 WEBS 9-25---Wj0,15 16 23914} 14-19=-75f74,1 2-21=-91126,1 1-22=-9911 8,1D 23--80113,3-31=-23914 1,4-30=-78/74,6-2 8=-9112 6,7-27=-9911 8,8-26=30/13,5-29=5118,13.20=-51f7 NOTES 1)Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail' 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load noncuncurrent with any other live bads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 9)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-M for 48.4 plf. 10)Design assumes 4x2(flat odentation)purlins at oc spacing indicated,fastened to truss TC wl 2-10d nails. LOAD CASE(S) Standard cc E - 9 0iF CA fl4� sue T uss Truss Type aty Ply ROSETTA CANYON II/CENTEX/RANEE - ' E-3585 T506A COMMON 4 1 Job Reference(optional) )niversal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s ay 9 2007 MiTek Industries,Inc. -Jun 18 16:45:11 2008 Pagel -0 -8 7-8-8 16-11-8 26-2-8 34-2-8 0-3-8 7-8-8 9-3-0 9-3-0 8-" Scale=1:60. 3x4= Camber=9/16 in 4.00 12 3x6� 4 3x6 3 5 3x4% 3x4 zz- 2 6 1 7 ,n CD Io 13 12 11 14 10 15 9 8 16 4x7= 2x4// 3x4= 3x10 MT16= 3x4— 2x4 \\ 4x7= -113.8 6-7-5 12-7-4 21-3-12 27-3-11 34-2-8 0-3-8 6-7-5 5-11-15 8-8-8 5-11-15 6-10-13 Plate Offsets KY):: 4:0-2-0 Ede :0-1-14 0-0-2 :0-1-12 0-1.8 LOADING(psi SPACING 2-M C51 D. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.87 Ved{LL) -0.44 9-11 >927 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -1.01 9-11 >404 240 MT16 1521158 BCLL 0.0 Rep Strp:z Inrr NO WB 0.88 Horz(TL) 0.18 7 n/a n/a BCDL 7.0 Code IBC2006ITP12WZ (Matrix) Weight:121 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2,"cc,pudins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 9-10-8 cc bracing. WEBS 2 X 3 SPF Stud WEBS 1 Row at midpt 3-5 REACTIONS (dVsize) 1=1 5 3010-3-8,7=1 5 2810-M Max Horz 1=213(LC 12) Max UpIiR1=-170(LC 15),7=-172(LC 18) Max Grav 1=1663(LC 10),7=1661(LC 9) FORCES cab)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=-42721475,2-3=3356/235,3A=-226138,4-5=217/38,"=33841244,6-7=A3841494 BOT CHORD 1-13=318/3573,1 2-1 3=1 713 57 3,11-12=3213548,11.14--012675,10-14=O1P675,10-15-0/2675,9-15=0/2675,8-9=0/3650,8-16=013679,7-16=-45m732 WEBS 2-11--8291133,3-11=0/678,5.9=01720,6-9=907/129,6-8=01240,3-5=-2551/61,2-1 2=0122 9 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Fxp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber D0L=1.33 plate grip DOL=1.06, 3)This truss has been designed for a 10.0 psf bottom chord live load nonconarrrent with any other live loads. 4)AII plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-0A wide will fit between the bottom chord and any other members. 7)This truss is designed in aocordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-8-8,33-2-8 to 34-2-8 for 585A ptf. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)rx back(B). LOADCASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniforrn Loads(ph} Vert:1.4=68,4-7=-68,1-14=14,14-15=-54,7-15=-14 Concentrated Loads(lb) Vert:10=-75(F) c% ES �a w ram'+ °c (01817 x' E - 9 �k Job T uss Truss Type City Ply ROSETTA CANYON I IICENTEX/RANEE E-3585 T506AG GABLE 4 1 Job Reference o tional niversal Truss,Inc.,Fontana,C 92335(GAR) TD00 s May 7 i e n ustnes,Inc Wad Jun 18 16:45:16 2008 Page -013-8 16-11-8 34-2-8 35 9$ 0-3-8 16-11-8 17-3-0 1-7-0 2x4 11 Scale=1:79.9 2x4 11 4x4= 2x4 11 4.00 12 2x4 11 11 2x4 11 2x4 11 4x4 2x4 11 10 12 2X4 11 4x4 2x4 11 2x4 II 8 9 13 14 2x4 11 2x4I1 2x4 11 6 7 15 16 2x4 11 2x4 3 4 5 17 18 19 20 N1. I 2- 1 -2- 21 >n if I� 0 0 3x4- 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 2x4 11 2x4 11 4x4= 2x4 11 5x4= 2x4 11 4x4= 2x4 11 2x4 11 2x4 11 2(5 11 2x4 11 2x4 11 2x4 11 2x4 11 2x5 11 2x4 11 2x4 11 2x4 11 -0*1 34-2-8 0-3-8 34-2-8 Plate Offsets(X,Y) [26:0-2-120-1-0 8:0-2-00-2-4 33:0-2-0 0-0-0 8:0-2-0 0-24 40:0-2-12 0-1-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Waft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.01 22 n/r 180 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.01 22 n/r 80 BOLL 0.0 Rep Stress lncr YES We 0.66 Hcz(TL) 0.02 33 rUa rVa BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight:160lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1Mo.2 TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc pudins. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 6-"oc bracing, Except: WEBS 2 X 3 SPF Stud 4-11-10 oc bracing:1-03 OTHERS 2 X 3 SPF Stud 4-115 oc,bracing:21-23. REACTIONS (Iblsize) 1=131/34-25,21=282/34-2-8,33=117/34-2-8,23=291/34-2-8,24=27/34-2-8,25=101/34-2-8,26=139/34-2-8,28=195/34-2-8,29=93/34-2-B,30=1 1 2134-2-8,31=96/34-2-8, 32=13/34-2-0,43=321/34-2-0,42=9/34-2-8,41=106134-2-8,40=135/34-2-8,38=197/34-25,37=93/34-2-8,36=110/34-2-8,35=101/34-28,34=108/34-2-8,53=126134-2-0, 39=19134-2A 27=19134-2-8 Max Herz 1=-70(LC 4) Max Up6R1=-601(LC 17),21=-610(LC 18),23=-2(LC 13),24=54(LC 13),25=-90(LC 18),26=-1052(LC 18),2B=-869(LC 13),29=-25(LC 13),30=-10(LC 17),31=-24(LC 18),32=-97(LC 28), 43=-55(LC 12),42=-40(LC 12),41=-93(LC 11),40=-1037(LC 11),38--851(LC 16),37=-24(LC 12),36=-8(LC 15),35=-10(LC 15),34=-2(LC 11),53=-113(LC 13) Max Grav 1=734(LC 27),21=846(LC 26),33=131(LC 9),23=293(LC 10),24=64(LC 10),25=195(LC 26),26=1206(LC 26),28=1017(LC 10).29=113(LC 10),30=114(LC 10),31=111(LC 26). 32=98(LC 13),43=353(LC 9),42=47(LC 9),41=198(LC 27),40=1184(LC 27),38=1005(LC 9),37=113(LC 9).36=111(LC 10),35=103(LC 27),34=110(LC 10).53=228(LC 28), 39=46(LC 2).27=46(LC 2) FORCES (lb)-Maximum CompressiordMaximum Tension TOP CHORD 1-2=-1814/1763,2.3=-1219/1201,3-4=9641991,45=-801/823,55=-1426/1472,6-7=-1041/1092,7-8=-8251869,B-9=-620/692,9-10=-413/497,10-11=-237/322,11-1 2=22 1/305, 12-13=-002J480,13-14=-006/668,14-15=-8121841,15.16=-1029/1060,1 6-1 7--1 39911 434,17-18=-77lf775,18-19=-933/940,19-20=-1187/1146,20.21=-1819/1734,21-22=0133 SOT CHORD 1-43=1628/1703,42-43=-1093/1161,41-42=-8781947,40-41=-703f771,39-00=-508/576,38-39=-3131382,37-38=-974/1045,36-37=-780/850,35-36=-5851655,34-05=-390/460, 33-04=-219/290,3253=-208I278,31-32=-3741446,30-3 1=-569164 1,29.30=-764/836,28.29=95811031,27.28=-2841341,26-27=-479/536,25-26=674/731,24-25=-8491906, 23-24=-1064/1121,21-23=1648/1684 WEBS 11-33=1101D,20-23=-232l38,19-24=-69/51,18-25=-170/106,17-26=-1189/1062,16-28=-194173,15-29=95/36,14-30=-95121,1 3-31=-94134,3253=-87/115,12-53=114/27, 2-43=-266f75,3-02=57148,4-01=-1 7011 0 6,5-40=1 1 6811 048,658--193f73,757--94135,8-36--92120,955--86120,10-34--92/13,538=1237/1232,17-28=-1255f1258 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTak"Standard Gable End Detail" 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 cc. 7)Bearing at joint(s)53 considers parallel tD grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)This truss is designed in accordance with the 2006 lntemabona€Building Code section 2306.1 and referenced standard ANSUTPI 1. 9)This truss has been designed for a total drag load of 5000 lb, Connect truss to resist drag loads along bottom chord from 0-0-0 to 34-2-8 for 146.2 ptt. LOAD CASE(S) Standard Q�pFES °C (01817 E 4F CA 0� Job Truss I fuss I ype L1ty JPIY �ROSETTA CANYON IIICENTE-JRANSEE E-3585 T506B1 COMMON 4 1 Job Reference o Tonal) nivefsa Truss,Inc.,Fontana, 7.000 6 May 29 2007 MTek Industries,Inc. i Page -Or3,8_ 7-8-8 14-11-11 16-11-8. 26-2-8 34-2-8 0-3-8 7-8-8 7-3-3 1-11-13 9-3-0 8-0-0 Scale=1:60.2 3x4= Camber=9116 in 4.00 12 3x6� 4 3X6 3 5 3x4 z 3x4 2 6 5-6-13 k4 N N 1 7 a7 O )� d 15 12 11 16 10 17 9 B 18 4x7= 2x4// 3x4= 3x10 MT16- 3x4= 2x4\\ 4x7= 6-7-5 12-7-4 21-3-12 27-3-11 34-2-8 0-3-8 6-7-5 5.11-15 M-8 5-11-15 6-10-13 Plate Offsets Y: 1:0-0-0 4i-1 4:0-2-0 Ed :0-1-14 0-0-2 9:0-1-12 0-1 LOADING(psf) SPACING 2-0-0 C91 DEFL in (ioc) 11detl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.87 Vart(LL) -0.44 9-11 >927 360 MT20 197/144 TCDL 14,0 Lumber Increase 1.25 SC 0.92 Vert(TL) -1.01 9-11 >404 240 MT16 1521158 8CLL 0.0 Rep Stress Ina NO WB 0.88 Horz(TL) 0.18 7 rite No BCDL 7.0 Code 1BC20061rP12002 (Matrix) Weight:133lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18B[r TOP CHORD Structural wood sheathing directly applied or 2-5-9 oc purlins. BOT CHORD 2 X 4 DF No.18Btr BOT CHORD Rigid ceiling directly applied or 9-10-8 oc bracing. WEBS 2 X 3 SPF Stud'Exoept• WEBS 1 Row at midpt 3-5 W1 2 X 6 DF-N No.3 REACTIONS (INsize) 1=153010-3-8,7=1 5 2810 3-8 Max Horz 1-213(LC 12) Max UpliR1=170(LC 15),7=172(LC 18) Max Grav 1=1663(LC 10),7=1661(LC 9) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=42721475,2-3=335W35,3-4=226138,4-5=217138,5-0=33841244,6.7=-4384/494 BOT CHORD 1-1 5=31 813 573,12-15-1713573,11.12=-32/3548,11.16-0/2675,10.16=0/2675,10.17=012675,9-17=0/2675,8-9-013650,8-1 8=0136 79,7-18=-45213732 WEBS 2-11=8291133,3-11=01678,5-9=0020,6-9=-9 0711 2 9,6-8-V240,35=-2551161,2-12=OrM NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=251t;TCOL=8.4psf;BCDL=4.2psf;Category II;E p,8;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL-1.33 plate grip OOL='L.M 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSUTPI 1. 8)This truss has been designed for a total drag bad of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to OSB,33-2-8 to 34-2-8 for 585A plf. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pit) Vert:1-4=68,4-7=-68,1-16=14,16-17=-54,7-17=-14 Concentrated Loads(lb) Vert:10-75(F) QRflffS .0 m (01817 W Ex 9 1 .,rj� L • �`Q, OF CA Q� Job nus Truss Type city Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T506B COMMON 4 1 - Job Reference o lional Universal Truss,Inc.,Fontana, { ) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:45:19 2008 Page 1 Ora 8 7-8-8 , 14-11-11 16-11-81 26-2-8 34-2-8 35-94 0-3-8 7-8-8 7-3-3 1-11-13 9-3-0 8-0-0 1-7-0 Scale=1:61.3 3x4— Camber=9/16 in 4.00 12 3x6% 4 3X6 3 5 3x4 3x4 2 6 5-6-13 N N 1 7Lo �{ 8 1 O � 16 13 12 17 11 18 10 9 19 47— 2x4// 3x4= 3x10 MT16= 3x4= 2x4 \\ 4x7— 0 3-8 6-7-5 12-7-4 21-3-12 27-3-11 34-2-8 T -- 0-3-8 6-7-5 5-11-15 8-8-8 5-11-15 6-10-13 Plate Offsets X Y: '1:o OL.O-0 1 4:0-2-0 Ede :0-2-20.0.2 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.44 10-12 >933 360 M120 1971144 ICDL 14.0 Lumber Increase 1.25 8C 0.91 Vert(TL} -1.0010-12 >407 240 MT16 1521158 BOLL 0.0 Rep Stress Incr NO WB 0,86 HorzM) 0,18 7 n/a We BCDL 7.0 Code IBC20061TPI2002 (Matrix) Weight:1351b LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural woad sheathing directly applied or 25-12 oc purlins. BOT CHORD 2 X 4 OF No.1&8tr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud'Except- WEBS 1 Row at midpt 3-5 Wi 2 X 6 DF-N No.3 REACTIONS (lb/size) 1=1527/0-35,7=1651/0-0-8 Max Horz 1=-233(LC 13) Max Upliftl=-110(LC 15),7=211(LC 18) Max Grav 1=1660(LC 10),7=1785(LC 9) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=-0263/475,2-3=-3346/235,3.4=-219/36,4-5=215138,51=3368/238,6 7=-43381477,7-8=0134 BOT CHORD 1-16=-31 V3564,13-16=-913564,12-13=-24/3539,12-17=0/2665,11-17=0/2665,11-18=0/2665,10-18=0/2665,9-10=0/3610,9-19=0/3633,7-1 9=-41 51368 6 WEBS 2-12=-830/133,3-12=01678,5.10=O/708,6-10=-878/119,6-9=01233,3-5=-2548/60,2-13=0/229 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25fl;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live bads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 35-0 tall by 2-M wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 8)This tnw has been designed for a total drag load of 1000 lb. Conned tress to resist drag loads along bottom chard from 0-M to 041-8,33-2.8 to 34.2-8 for 585.4 pti. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-0=58,4-8=58,1-17=-14,17-18=54,7-18=-14 Concentrated Loads(Ib) Vert:11=75(F) �Qa�F£ LU rn C01817 '4 .* E - 9 OF CA 4� Job Tuns Truss Type Q'y P'y ROSETTACANYON ll/CENTEX/RANEE . E-3585 T506BG GABLE 4 1 .lob Roforrnre o lional)_ Universal Truss,Inc.,Fontana,CA 92335 7 0 s May 29 2007 MiTek lndusti es,Inc. Wed Jun 18 16:45:27 2008 Page 1 11-7-9 17-3-0 34-6-0 36-1-Y 1-7- 17-3-0 17-3-0 1-7-0 2x4 11 Scale=1:82-1 2x4 11 4x4= 2x4 11 !I 2x4 11 2X4 11 4.00 12 Px4 11 12 2x4 11 x4 i 2x4 II 9 10 11 13 14 2x4 I 4x4 2x4 I 15 2x4 I 2x4 11 7 8 16 17 2x4 I 2x4 II 5 6 18 19 2x4 11 4 2-2- 52 3 20 21 1 2 T 22 23� Co 3X4 FULL BEARING 6 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 '24 3x4- 2x4 11 2x4 11 44- 2x4 11 5x4= 2x4 11 4x4- 2x4 11 2x4 11 2x4 11 26 11 2x4 11 2x4 11 2x4 11 2x4 11 2X5 11 2x4 I I 2x4 11 bA 11 34-6-0 34-&0 Plate Offsets MY), 27:0-2-12 0-1-0 :0-2-0 D-2-0 :D-2-0 0-3-0 :0-2-0 0-2-4 1:0-2-12 0-1-0 LOADING(psfj SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TOLL 20.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.01 23 , n/r 180 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.31 VortR) -Ul 23 rdr 80 BOLL , 0.0 Rep Stress Ina YES WR 0.65 Horz(TL) 0.02 34 n/a n/a BCDL 7.0 Code IBC20061TPI2002 (Matrix) Weight:170lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/140 .2 TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins. BOT CHORD 2 X 4 DF-N No.1/NO.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except WEEBS 2 X 3 SPF Stud 4-11-7 oc bracing:2-44,22.24. OTHERS 2 X 3 SPF Stud*Except` ST11 2 X 6 DF-N No.1/No.2 REACTIONS (lb/sizo) 2=280l34.6-0,22=280/34-",34-149/34-64 24=291134.6-D,25=27/345-0,26=101/34-6-0,27=135/34-6.0,29=199/34-",30=93/34-0-0,31=112/34-6-0,32=92134-", 33=-8134-6-0,44=291134-6-0,43=27/34-",42=101f34{-0,41=134/34-6 ,39=200/34$-0,38-93134-",37=111/34-",36=97/34.6A,35=97/34-6-0,52-109134$0, 40=19134-6-0,28=19/34-" Max Horz 2=63(LC 11) Max Uplitl2=598(LC 15),22=-008(LC 18),24=-2(LC 13),25=54(LC 13),26=-90(LC 18).27=-1049(LC 18),29=563(LC 13),30=-25(LC 13),31=10(LC 17),32=-24(LC 18),33=92(LC 28), 44=-2(LC 12),43=54(LC 16),42=-90(LC 11),41=1052(LC 11),39=-60(LC 16),38=24(LC 12),37=-8(LC 15),36=-0(LC 15).35=7(LC 11),52=-122(LC 13) Max Grav2=841(LC 27),22=842(LC 28),34=180(LC 9),24=293(LC 10),25=64(LC 10),26=194(LC 26),27=1196(LC 26),29=1017(LC 10),30=113(LC 10).31=114(LC 10),32=109(LC 9), 33--38(LC 13),44=293(LC 9),43=64(LC 9),42-194(LC 27),41=1197(LC 27),39=1018(LC 9),3B=113(LC 9),37=112(LC 10),36=98(LC 21),35=104(LC 27),52=216(LC 28), 40=46(LC 2),28=46(LC 2) FORCES (lb)-Maximum CompressioWiu imum Tension TOP CHORD 1-2=0/33,2.3=-180411754,34=4178/1167,45=-9251959,5.6=-7641793,6-7=1404/1456,7-8=-1 02 011 07 9,8-9=-B05/85B,9-10=-602/683, 10-11=-395/488,11-12=-241/313,12-13=-2131333,13-14=�0/487,14-15=-603/673,15-16--8071845,16-17=-102211063, 17-18=-1392/1433,18-19=-766R75,19-20=9261938,20-21=-1179/1142,21-22=1806/1725,22-23=OW BOT CHORD 2-44=1641/1705,43-44=-1062/1125,42-43=8491913,41-2=575r739,40-01=-4821545,39-40=-289/352,3839=-96611025, 3738=-773/833,3637-5801640,35.36=-3861447,34-35=-2351296,3334=2381298,32-33=385/447,31-32=578/640,3031=771/833, 293(>=-96511027,28-29=-28W341,27-28=-4821534,26-27-575f727,25-26=-8491901,24-25-1061/1114,22-24=-1641/1673 WEBS 1234=-137/0,21-24=232138,20-25=-69/51,19-26=-1701106,18-27=1181/1059,17-29=194f73,1630--95/36,15-31=95f21, 1432-93/33,33-52=Wi 10,13-52=-109/34,3-44a-232138,4-43=-69/51,5.42=-170/106,6.41-1179/1062,739=194173,8-38--M35, 937=92119,1036=32/18,11-35=-86118,6-39=-125511245,18-29=-1254/1250 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MTek"Standard Gable End Detail' 3)This tress has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)Bearing atjoint(s)52 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)This truss is designed in accordance with the 2006 International Building Code section 2308.1 and referenced standard ANSUTPI 1. 9)This truss has been designed for a total drag load of 5000 lb. Conned truss to resist drag loads along bottom chord from 0.0.0 to 34-M for 144.9 plf. LOADCASE(S) Standard / S,ROFES 1 w rn C0181� " I ` E - 9 Of CA Jab Truss Type Qry Py ROSETTA CANYON II/CENTEX/RANEE E-3585 IT506C1 COMMON 7 4 1 Job Reference a tional nrvar9 Truss,Inc.,Fontana,CA 92 (GAR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:45:31 200 age 8-" 15-3-3 17-3-0 26-64) 34-6-0 36-1-01 8-0-0 7-3-3 1-11-13 9-3-0 8-0-0 1-7-0 Scale=1:61.5 3x4= Camber=9/16In 4.00 12 3x6� 4 3a6 3 5 3x4 3x4 i 2 6 5-&13 �4 N Y 1 7 LO g — IC? � C) 16 13 12 17 11 18 10 9 19 4X7= 2x4 // 3x4= 3x10 MT16= 3x4= Zx4\\ 4x7= 6-10-13 12-10-12 21-7-4 27-7-3 34-6-0 { 6-10-13 5.11-15 8-8.8 5-11-15 6-10-13 Plate Onsets Y: 1:0-2-2 O-0- 4 0-2-0 E :0.2-2 0-0-2 10:0-1-12 0-1-6 12'A-1-12 0. 8 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP ICLL 20.0 Plates Increase 1.00 . TC 0.86 Vert(LL) -0.4510-12 >912 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(fL) -1,03 10-12 >399 240 MT16 152/158 BCLI. 0.0 Rep Stresslncr NO WS 0,87 Horz(TL) 0.19 7 rVa n/a BCDL 7.0 Code IBC2006f K2002 (Mabix) Weight,136 1b LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2,"oc pudins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-M cc bracing. W FBS 2 X 3 SPF Stud'Except- WEBS 1 Row at midpt 35 W1 2 X 6 DF-N No.3 REACTIONS (lb/size) 1=1538/0-3-8,7=1665/038 Max Harz 1=208(LC 13) Max LIpliR1=-169(LC 15).7--209(LC 18) Max Crav 1=1669(LC 10),7=1796(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-04061486,2-3-3412f237,3-4=-222f35,4-5=-227f38,5-6-3406231,6-7=-4388t469,7-8=0)34 BOT CHORD 1-16=-348/3706,13-16=70/3706,12-13=-85/3678,12-17=0/2708,11-17=02708,11-18=0f2708,10-18=0/2708,9-10=0/3646,9-19=6/3668,7-19--407/3763 WEBS 2-12=-902f128,3.12=Of719,5-10=01709,6-10=-873/119,6-9=0/232,3-5=2579157,2-13=1U238 NOTES 1)Unbalanced roof live bads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=2511t;TCDL=8.4W,BCDL=4.2psf;Category Il;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live bads. 4)Al plates are MT20 plates unless otherwise Indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 IMematbnal Building Code section 2306.1 and referenced standard ANSI/rPI 1. 8)This truss has been designed fora total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-".33-6-0 to 34-&0 for 500.0 NE 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as trout(F)of back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(ptf) Vert:1-0=-68,4-8=-08,1.17=-14,17-18=-54,7-18=-14 Concentrated Loads(lb) Vert:11=75(F) QV'rif E 41 LU rr+ cc C01817' E - 9 CA I I Job • Truss -cuss lype Q1y Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T506C COMMON 4 1 Job Reference o tional Unnrersal Truss,Inc.,Fontana,CA 92335 7.000 s May 29 07 i ek ndustnes,Inc.. Wed Jun 18 16.45:29 2008 Pagel 8-0-0 15-3-3 17-3-0, 26-6-0 34-6-0 436-1-0, 1-7-0 8-0-0 7.3-3 1-11-13 9-3-0 8-0-0 1-7-0 Scale:3116"=l' 3x4— Camber=9/16 in 3x6 5 3x6 4.00 12 4 6 3x4 3x4 3 � 5-6-13 `4 N u7 2 8 �1 9I, Ln 0 0 4x7- 14 13 17 12 16 11 10 4x7= 2x4// 3x4= 3x10 MT16= 3x4= 2x4 \\ 6-10-13 12-10-12 21-7-4 27-7-3 f_ 34-6-0 6-10.13 5-11-15 8-8-8 5-11-15 6-10-13 Plate Olfsels Y: 2 0-2-2 0-0 5:0-2-0 Ede WO-2-2,0421 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00. TIC 0.86 Vert(LL) -0.44 11-13 >926 360 MT20 1971144 TCDI- 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -1.02 11-13 >402 240 MT16 1521158 BCLL 0.0 Rep Stress Incr NO W B 0.87 Horz(TL) 0.18 6 n/a n/a BCDL 7.0 Code IBC20061TPI2002 (Matrix) Weight 138 lb LUMBER ---- -- - BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purtins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. WEBS 2 X 3 SPF Stud'Except' WEBS 1 Row at midpt 4-0 W1 2 X 6 DF-N No.3 REACTIONS (Ib/size) 2=166110-3-8.8-1661/0-3-8 Max Horz 2=63(LC 3) Max Upifl2=40(LC 5),8=40(LC 6) FORCES (lb)-Maximum CompressionfMaximum Tension TOP CHORD 1-2=0/34,2-3=3949/0,34=-3244/0,4-5=-159/0,5-0=-159/0,6-7=�24410,7-0=-3949/0,8-9=0134 BOT CHORD 2-14-0/3659,13-14=0/3637,13-17=0/2698,12-17=012698,12-18=0/2698,11-18=0/2698,1 0-1 1=0136 37,8-10=0/3659 WEBS 3-13=-867/112,4.13=01708.6-11=01708,7-11=-867/113,7-10=01232,4-6--2576/56,3-14=0/232 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25f1;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber 1301-=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANS11TPl 1. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOADCASE(S) Standard Except 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pit) Vert:1-5=-68,5-9=-68,2-17=14,17-18=-64,8-18=-14 Concentrated Loads(to) Vert'.12-75(1`) QgpfrES w rr+ (01817 E - 9 OF CA oR Job Truss Truss type QtY Ply ROSETTA CANYON II/CENTEXlRANEE E-3585 T506CG GABLE 4 1 Job Reference(optional) Universal Truss,Inc.,Fontana,CA 92335(G 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:45:37 2008 Page 1 r1-7-Q 17-3-0 34-6-0 36-1-0 1-7-0 17-3-0 17-3-0 1-7-0 Scale=1:82.3 2x4 11 2x4 11 4x4= 2x4 11 4.00 12 2x4 11 2x4 11 2x4 II 4x4 2x4 I 11 12 13 2x4 11 4x4 2x4 I 10 14 2x4 11 2x4 11 9 - 15 2x4 II 16 2x4 II 7 8 17 2x4 II 2x4 41 5 6 TkV�� 2111 2- Cz 2 1 2 22 231� M o d 3x4- 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4- 2x4 11 2x4 11 4x4= 2x4 II 5x4= 2x4 11 4x4= 2x4 11 2x4 11 2x4 1 I 2x5 11 2x4 1 I 2x4 h 2x4 11 2x4 11 2X5 V 1 2x4 11 2x4 11 2x4 11 34-6-0 34-6-0 Plate Offsets KY):: 27:0-2-12 0-1-0 29:0-2-0 0-2-4 34:0-2-0 0-3-0 39:0-2-0 0-2-0 41:0-2-12 0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20"0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.01 23 ntr 180 MT20 197/144 TCDL 14.0 Lumber increase 1.25 BC 0.31 Ved(TL) -0.01 23 ntr 80 BCLL 0.0 Rep Stress Ina YES WB 0.65 Horz(TL) 0.02 34 n/a n/a BCDL 7.0 Code IBC2006IfPt2002 (WIIIU) Weight:163lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/14o.2 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc pudins. BOT CHORD 2 X 4 DF-N No.1/No 2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing, Except: WEBS 2 X 3 SPF Stud 4-11.8 oc bracing:2-4,22-24. OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2=281/34-6-0,22=2821345-0,34=117/34-",24=291/34-M.25=27/34-",26=101/34-6-0,27=139/34$-0,29=196134-6-0,30=93/34-".31=112/34-".3 2=96134-6-0, 33=-13134-6-0,44=291/34-",43=27/34-r0,42=101/34-6-0,41=138/34-6-0,39=197/34-".38=93/34-6-0,37=110/34-".36=101/34-0-0,35=1 08134-",54=127/34-r0, 40=19/345-0,28=19/34-" Max Horz2=63(LC 11) Max Upli`12=-597(1-C 15),22--607(LC 18),24=-2(LC 13),25-54(LC 13),26=-90(LC 18),27=-1048(LC 18),29=-865(LC 13),30=25(LC 13),31=10(LC 17),32=-24(LC 18),33=97(LC 28), 44=-2(LC 12),43=54(LC 16),42=-90(LC 11).41=-1051(LC 11).39=561(LC 16),38=-24(LC 12),37=-8(LC 15),36=-10(LC 15),35=-3(LC 11),54=-114(LC 13) Max Grav 2=842(LC 27),22=843(LC 26),34=127(LC 9),24=293(LC 10),25=64(LC 10).26=194(LC 26),27=1201(LC 26),29=1014(LC 10),30=113(LC 10),31=114(LC 10),32=111(LC 26), 33=98(LC 13),44=293(LC 9),43=64(LC 9),42=194(LC 27),41=1199(LC 27),39=1014(LC 9),38=113(LC 9),37=11 i(LC 10),36=103(LC 27),35=111(LC 10).54=229(LC 28). 40=46(LC 2),28=46(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33,2-3=-1806/1752,3-4=-118011165,4-5=-927/957,5-6=-767f791,6.7=-140511452,75=-102411075,8-9=-8091854,9-10=-006/679,10-11=-400/485,11-12=-22613 12, 1 2-1 3=-227131 1,13-14=4071485,14-15=609/671,15.16=-8131843,16-17=-1028/1060,17-18=-1395/1431,18-19=-769f773,19.20=-9301937,20-21=-I18211141,2 1-22=-1809/1 724, 22-23=0/33 BOT CHORD 2-04=-1639/1706,43-44=-105911126,42-43=-846/914,41412-572R,10,40-41--479/547,39-40=-2861353,38-39=-959/1028,37-38=7651835,36-37=572/642,3536=-379/449, 3435=-210/280,33-34=-214/284,3233=379/451,31-32=-572/644,30-31=-7651837,29-30=95911031,28-29=-286/343,27-28=479/536,26-27=573f729,25-26=-0471903, 24-25=-1 059/1116,22-24=-1639/1674 WEBS 12-34=-10610,21-24=-232138,20-25--6961,19-26=-170/105,18-27=-1184/1058,17-29=-19473,16-30=-95/36,1531=-95/21,14-32=-94/34,3354=-87/115.1 3-54=-1 15/27, 3-44=-232/38,4.43=-69/51,5-42=-170/106,6-41=1182/1061,7-39=-194f73,8-38=-94/35,9-37=-92120,10-36=-86120,11-35=-93/13,6-39=-1250/1246,18-29=-1250/1253 NOTES 1)Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail' 3)This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-"oc. 7)Bearing at joint(s)54 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 9)This buss has been designed for a total drag load of 5000lb. Connect truss to resist drag loads along bottom chord from 0-M to 345-0 for 144.9 plf. LOAD CASE(S) Standard �RO�ES M (01817 ' E - 9 op C o� Job' Truss Truss Type Oty Ply ROSETTACANYON II/CENTEX/RANEE . ' E-3585 T506DG GABLE 1 1 Job Reference o tional UniversalTruss,Inc.,Fontana,C 2335(GAR) 7.000 s May 29 2007 a Industries,Inc. Wed Jun 18 16A5:44 200 age t-1-7-0 11-2-11 , 17-3-0 23-3-5 34-6-0 '3-> 6-1.1 1-7-0 11-2-11 6-0-5 6-0-5 11-2-11 1-7-0 Scale=1:66. 44 4.00 12 4x4 4x4= 7 8 9 10 1112 1314 15. 16 17 18 4X4 3 4 5 6 19 20 21 22 Y 2_ CP M xy 2 23 u u7 2 1 24r� o J p 3x4 FULL BEARING P� 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 3x4= 5x4= 3x4= 5x4= 34-6-0 i 34-6-0 Plate offsets(X.Yk (28 0 2�.0-1-0I.f30:0 2-0.0-2-121,r42:0-2-0.0-2-121.f44:0-2-0,0-14A LOADING(psf) SPACING 2-" CSI DEFL in (loc) Udefl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0,55 Vart(LL) .0.01 24 nh 180 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0,33 VerKTL) -0.01 24 n/r 80 SCLL 0.0 Rep Stress)ncr NO W R 0,66 Horz(W) 0.02 35 n1a rds BCDL 7.0 Cade IBC2006/TPI2002 (Matrix) Weight 154lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 4.7-13 oc pudins,except BOT CHORD 2 X 4 DF-N No'1/No.2 0-0-0 oc puriins(6-0-0 max.):7-18. Except WEBS 2 X 3 SPF Stud 6-0-0 oc bracing:7-18 OTHERS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-M oc tracing, Except: 4-11-12 oc tracing:247,23.25. REACTIONS (lb/size) 2=281/34-6-0,25=291/34-",26=27f3"-0,27-98/34-6-0,28=143/34.i-0,30=206/3"-0,31=83/34-",32=111/34-6-0,33=104/34-0-0,34=73134-",47=291/34-", 46=27134",45=96/34- ,44-143f34-0-0,42=206134-",41=83/34-M,40=111/34-",39=104f34-0.0,38=73134-&0,23=281/3"-0,43=20/34-0-0,29=20134-0-0. 35=89/34-6-0,37=89/34-" Max Hoz2-43(LC 11) Max Upl*2=-598(LC 15),25=-2(LC 13),26=53(LC 17),27=-94(LC 14),28=-989(LC 18),30=-1070(LC 13),31=-62(LC 11),32=17(LC 12),33=2(LC 14),34=-4(LC 11}47=-2(LC 12). 46=53(LC 16),45=-95(LC 11).44=-992(LC 11).42=-1074(LC 12),41=-62(LC 14),40=-18(LC 13),39=-2(LC 11),38=-4(LC 12),23=-605(LC 14),35=2(LC 11),37=2(1-0 14) Max Grav2-837(LC 27),25=293(LC 10),26=64(LC 10).27=194(LC 26),28=1137(LC 26),30=1258(LC 10),31=158(LC 27),32=126(LC 25),33=104(LC%34=73(LC 27),47-293(LC 9), 46=64(LC 9),45=194(LC 27),44=1137(LC 27),42=1258(LC 9),41=158(LC 26),40=126(LC 28),39=104(LC 10),38=73(LC 26),23=837(LC 26),43=47(LC 2),29=47(LC 2), 35=89(LC 27),37=69(LC 26) FORCES (Ib)-Maximum Compression/Maximurn Tension TOP CHORD 1-2=0/33,2-3=179011731,3.4=-116311144,4-5=-008/936.5-6=-750/772,6-7=-1373/1438,7-8=-930/994,8-9=-739/822,9-10�W5/629, 10-11=372/436,11-12=2031267,12-13=100/164,13.14=-2031267,14-15=3721436,15-16=-565/629,16-17=-7391822,17-18=930/994, 18-19=-137211434,19-20=-750/769,2 0-2 1=-9 081931,21-22=1163/1135,22-23=179011715,23-24=0J33 BOT CHORD 2.47=-162311675,4647=-104311095,4546=-0311883,4445=-0571709,43-04=-0631516,42-43=270/322,41-42=95311003, 4041=-766/816,3940=-573/622,3839=-3801429,3758=-2111260,36-37=-108/157,35 36=1081157,3435=211f260,3334=-380/429, 32-33=-573/622,3132=766/816,3031=953/1003,2930a-270/315,28-29=-463/508,27-28=5571702,26-27=-031/875,25-26=104311088 ,23-25=1623(1654 WEBS 22-25=-232138,21-26=fig/50,20-27=-1701110,19-28=-1120/999,18-30=-3391193,11-31=140173,16-32=-107/29,15-33=85/14, 14-34=-6V10,347=-232138,4-46=59/50,545=-170/110,644=-1120/1002,742=-3391198,841=-140/73,9-40=107129,10-39=-85/14, 11-38=52110,642=1277/1258,1930=-127711259,13-35=-73/12,12-37-73f12 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail' 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 14-0 oc. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 10)This truss has been designed for a total drag load of 5000 lb. Conned truss to resist drag loads along bottom chord from 0-M to 34-M for 144.9 ptf. 11)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w12-10d nails. LOADCASE(S) Standard QOVES (01817 " ` - 9 ' OF CAS/ Job �992335 Truss Type city Ply ROSETTA CANYON II]CENTEX/RANEE E-3585 �(GAR) CAL.HIP 1 1 ' Job Reference(optional) Universa Fuss,Inc.,Fontana, 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:45: 6 08 age 1 0-7-0, 5-8-7 13-2-11 21-3-5 28-9-9 34-6-0 36-1-A0 1-7-0 5-5-7 7-6-4 8-0-10 7$-4 5-8-7 1-7-0 Scale=1:66.5 Camber=112 in 45 3x4= 4x5 a 4.00 12 4 5 6 3x4 3x4 3 7 v v u7 2 8 9 un CAI 1 Im 0 0 3x9— 14 13 12 11 10 3x9— 2x4 II 3x8= 4x5— 3x8= 2x4 li 5-8-7 28-9-9 34-6-0 5-8-7 23-1-3 5-8-7 Plate Offsets MY):: 4:0-2-4 0-2-0 6:0-2-4 0-2-0 LOADING(psf) SPACNO 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0,72 Vert(LL) -0.23 13 >999 360 hma 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Verl(TL) -0.71 11-13 >579 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.20 8 n/a nla BCDL 7.0 Code IBC2006frPI2002 (Matrix) Weight:130lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-C oc purlins,except BOT CHORD 2 X 4 DF-N No.1/No.2 0-0-0 oc purtins(3-2-6 max.):4-6. Except: WEBS 2 X 3 SPF Stud 3-2-0 oc bracing:4-6 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-13,7-11 REACTIONS (lb/size) 2=1523/0-3-8,8=1 5 2 3103-8 Max Horz2=-48(LC 4) Max Upld2=-57(LC 3),"7(LC 4) FORCES (tb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34,2-3=-3677/40,3-4=-2963/46,45=2752f59,5-6=-2752/59,6-7-2963/46,7-8=-3677141,8-9=0/34 BOT CHORD 2-14=-26/3421,13-14=26/3421,12-13�M857,11-12=G/2857,10.1 1=013421,8-10=0/3421 WEBS 3-14=0/196,3-13=-706/66,4-13=0/465,5-13=330/65,5-11=330/65,6-11=0/465,7-1 1=7 0616 7,7-10=0/196 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7.05;85mph;h=25ft;TCDL-8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWERS gable and zone;end vertical left and sight exposed; Lumber OOL=1.33 plate grip DOL=l M6. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonooncurtent with any other live bads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSIfTPI 1, 7)Design assumes 4x2(flat orientation)purtins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASES) Standard � � COiB'lT � E - 0r C a$ .,ob nrss Truss Type flty Ply ROSETTA CANYON I/CENTEX/RANEE • E-3585 T50BEG GABLE 4 1 Job Referanca p tinnal nwemal Truss,Inc.,Fontana,CA. 7.000 s May 29 2001 Mi n ndustrias,Inc. Wod Jun 18 V,41):h 7 age 1 -0,3-8 16-11-8 34-2-8 0-3-8 16-11-8 17-3-0 1-7-0 Scale=1:79.7 2x4 11 4x4= 2x4 11 4.00 F12 2x4I 2x4II11 2x411 21r412x4II 4x4% M I11 I 9 10 12 13 2x4 11 4x4 2x4 II 7 8 b14 2x4 Iat4 I 6 2x4 11 2x411 4 5 17 18 2x4 II 23 .2 19 20 N '1 21 22 I� 3x4 FULL OBEARING TRUSS O 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 2x4 11 2x4 11 4x4= 2x4 11 5x4= 2x4 11 4x4- 2x4 11 2x4 11 2x4 II 2x5 II 2x4 I 2x4 II 2x4 II 2x4 11 2x5 11 ZA I 2x4 11 2x4 11 -0,3-8 34-2-8 0-3-8 34-2-8 Plate Offset D-2-12 0.1-0 8:0.2-0 0-24 :0-2-0 03-0 8:0-2-0 0,24 40:0-2-12 0-1-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.01 22 n/r 180 UT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.35 Vert(rL) -0.01 22 n/r 80 BCLL 0.0 Rep Stress Ina YES WB 0.65 Horz(TL) 0.02 33 n/a rda BCDL 7.0 Code IBC200&TP12002 (Matrix) Weight:1671b LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 4-75 oc pudins. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2 X 3 SPF Stud 4-11-9 oc bracing:1-43 OTHERS 2 X 3 SPF Skid'Except' 4-11-6 oc bracing:21-23. ST11 2 X 6 DF-N No.11No.2 REACTIONS (lb/size) 1=1 3 013 4-2.8,21=281/344.8,33=149/34-23,23=291134-2-8,24=27134-2-0,25=101134-2-8,26=135134-2-8,28=198134.2.8,29=93(34-2-8,30=112134-2-8,31=92134-2-8, 32=8134-2-8,43=32V34-2-8,42-9/34.2-8,41=105/34-23,40=132/34.2.8,38=200/34-2-8,37=93/34-2-0,36=111134-2-8,35=97/34-23,34-97f34-2-8,51-1 09134-23, 39=19/34-26,27=19134-2-8 Max Hors 1=-70(LC 14) Max Upliftl=-W2(LC 17),21=-611(LC 18),23=2(LC 13),24=54(LC 13),25=-90(LC 18),26=1053(LC 18),28=-867(LC 13),29=25(LC 13),30=10(LC 17),31=-24(LC 18),32=-92(LC 28), 43=55(LC 12),42=40(LC 12),41=-93(LC 11),40-1039(LC 11),38=-851(LC 16).37=24(LC 12),36=-0(LC 15),35=-NLC 15),34=4(LC 11),51=-122(LC 13) Max Grav 1=734(LC 27),21=845(LC 26),33=165(LC 9),23--293(LC 10),24=64(LC 10),25=195(LC 26),26=1202(LC 26),28-1020(LC 10),29=113(LC 10).30=114(LC 10).31=109(LC 9), 32--%(LC 13),43=353(LC 9),42=47(LC 9),41=198(LC 27),40=1182(LC 27),38=1009(LC 9),37=113(LC 9),36=112(LC 10).35=98(LC 27),34=104(LC 27),51=218(LC 28). 39=46(1_13 2),27=46(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1812J1755,23=-121711203,34=-962t994.45=-7981826,56=1425/1476,6-7=-103811096,1-8=-821/873,8-9=-616/697, 9-10=408/500,10-11=2521324,11-12=2071326,12-13=-395/482,13-14=-600/670,14-15=-8051843,15-16=-1022/1063,16-17=-139611436 ,1 7-1 8=-76717 76,18-19=-9301941,19-20=-118411147,20-21=1816/1735,21-22=(M BOT CHORD 143=-1629/1702,4243=-1096/1160,41-42=-881/946,4041=-706(770,39-40=511/575,38-3<9-3161381,3738=-982/1043, 36-37=7871848,3536=-5921653,34-35=-397/458,3334=-245/306,32.33=231292,31-32=-379/442,3031=574/637,2930-769/832, 28-29=96411027,27-28=-286/339,26-27=4811534,25-26=5761729,24-25=-8511904,23-24-1066/1118,21-23=-1650/1683 WEBS 1 1-3 3=-1 4210,20-23=-232/38,19-24=69/51,18-25=170/106,17-26=118511063,16.28---194/73,15-29=95/36,14-30=9521, 13-31=93/33,3251--88/110,12-51-108/34,243=-267f75,342=67/47,4-41=-169/106,540=1166/1050,6-38--193(73,737=-94135, 836=42/19,9-35=62118,10-34=-86H7,638=-124211231,17-28=-125911255 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 14-0 oc. 7)Bearing at joint(s)51 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)This truss is designed in accordance with the 2006 International Building Code seClion 2306.1 and refemnced standard ANSIITPI 1. 9)This truss has been designed for a total drag load of 5000 lb. Connect truss to resist drag loads along bottom chord from 0-M to 34-2-8 for 146.2 pit LOADCASE(S) Standard �VVES O `c (018175 Vhr E - 9 Job Truss Truss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T506F CAL.HIP 1 1 Job Reference(optional) Universal Truss,Inc_,Fontana,CA 92335(GAR) 7.000 s ay 29 2007 MiTak Industries,Inc. Wed Jun 18 16:45:53 2008 Page 1 -1-7-01 5-8-7 i 15-2-11 19-3-5 , 28-9-9 3"-0 36 r 1-7-0 5-8-7 "-4 4-0-10 9-64 5.8-7 1-7-0 Scale=1:66.5 Camber=112 in 4X6 4.00 F12 5 3x4= 8 4x6 4 7 6 7 3x4 3x4 3 9 v rn 2 / 10 u7 71/ G cr 2, 0 3x9— 16 15 14 13 12 3x9 2x4 I' 3x8= 45= 3X8= 2x4 II 5-8-7 28-9-9 34-6-0 5-8-7 23-1-3 5-8-7 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Udefl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.23 15 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.76 13-15 >542 240 BCLL 0.0 Rep Stress Incr NO WB 0.42 Hc¢(rL) 0.22 10 n/a n/a BCDL 7.0 Code IBC20061TP12002 (Matrix) Weight:135lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.I ll TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins,except BOT CHORD 2 X 4 DF-N No.1/No.2 0-0-0 oc pudins(35-8 max.):4-7, Except: WEBS 2 X 3 SPF Stud 35-0 oc bracing:4-7 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc tracing. WEBS 1 Row atmidpt 3-15,9-13 REACTIONS (lb/size) 2=1 59110-3-8,10=1591/03-8 Max Horz2=42(LC 4) Max UpGR2=-BO(LC 3),10=-80(LC 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34,2-3=-3874l109,34=3189/122,4-5=-61/0,4-17=-2970/154,6-17=-2970/154,6-1B=-2970/154,7-18=-2970/154,7-8=6110,7-9=-31 8 911 22,9-10=-3874/109,10-11=0134 BOT CHORD 2-16=-84/3605,15-l6--84/3605,14.15-50/3089,13-14--5013089,12-13--4213605,10.12=42/3605 WEBS 3-16=01196,3-15=-679/53,4-15=0/476,6-15=376/70,6-13=-376/70,7-13=0/476,9-13=-679/53,9-12=01196 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five bads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard Al 1. 7)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard ���,Of ES I Qti ry m °C C01817 '�' * E - 9 Irjq OF C Q� Job Truss Truss Type Oty Ply ROSFTTA CANYON II/CENTEXlRANEE • ' E-3585 T506HG GABLE 1 1 Job Reference(opfional Universal Truss,Inc.,Fontana,CA 92335(GAR 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:45:58 2008 Page -Or3-8 10-11-3 16-11-8 22-11-13 34-2-8 35-9--88 0-3-8 10-11.3 6-0-5 6-0-5 11-2-11 1-7-0 Scale:3/16"=1' 4x4 4.00 12 4x4 4x4% 6 7 8 9 1011 1213 14 15 16 17 4x4 5 18 19 g 4 -2-or 2 21 CP N 1 - - 22 23FULL 1 0 NG TRUSS 3x4= 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4- 5x4= 3x4= 5x4= -0r3-8 34-2-8 0-M 34-2-8 Plate Offsets X Y 7:0-2-8 0-1 29:0-2-0 0-2-1 41:0-2-0 0-2-12 43. 2.8 0-1 LOADING(pst) SPACING 2.0.0 CSI DER in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TIC 0-56 Varl(LL) -0.01 23 nfr 180 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.39 Ved(fL) -0.01 23 nlr 80 BCLL 0.0 Rep Stresslncr NO WB 0.66 Horz(TL) 0.02 34 nla n/a BCDL 7.0 Code IBC2006/rP12002 (Matrix) Weight:151 lb LUMBER BRACNG TOP CHORD 2 X 4 DF-N No.UNo.2 TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purtins,except BOT CHORD 2 X 4 DF-N No.1/No.2 0-0.0 oc purlins(640-0 max.):6-17. Except: WEBS 2 X 3 SPF Stud 6-"oc bracing:6-17 OTHERS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 5-"oc bracing:146 4-11-10 oc bracing:22-24. REACTIONS Qblsize) 1=131/34-2-8,24=291134-2-8,25=27/34-2-8,26=98/34-2-0,27=143/34-2-0,29=206/34-2-8,30=83f34-2-8,31=111/34-2-0,32=104/34-2-8,33=73134-2-8,46=321134-2-8, 45=10/34-2A 44=102134-2-8,43=141/34-2-8,41=207/34-2-8,40-83134-2-8,39=111/34-2-8,38=104/34-2-8,37-73134-2-8,22=281/34-2.8,42=20i'34-2-8,26=20I34-2-8, 34=89/34-2-8,36=89134-2"6 Max Herz 1=-50(LC 14) Max Uplid1=594(LC 17),24=2(LC 13),2 5=53(LC 17),26-95(LC 14),27=-993(LC 18),29=-1073(LC 13),30=-63(LG 11),31=17(L.0 12),32=2(LC 14),33=4(LC 11),46-64(1-C 12), 45=39(LC 16),44=97(LC 11),43=-979(LC 11),41=-1069(LC 12),40=-62(LC 14),39--18(LC 13),38-2(LC 11),37=4(LC 12),22=-"LC 14),34=-2(LC 11),36=-2(LC 14) Max Grav 1=729(LC 27),24-294(LC 10),25=64(LC 10).26=195(LC 26),27=1141(LC 26),29=1261(LC 10),30=158(LC 27),31=126(LC 25),32=104(LC 9),33=73(LC 27�46=352(LC 9), 45=47(LC 9),44=198(LC 27),43=1122(LC 27),41=1254(LC 9).40=159(LC 26),39=126(LC 28),38=104(LC 10),37=73(LC 26),22=840(LC 26),42=47(LC 2),28=47(LC 2), 34=89(LC 27),36=89(LC 26) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=1797/1742,2-3=-1202/1180,3-4=945/971,4-5=-784/804,5E=-1394/1459,6-7=-947/1011,7-0=754/837,8-9=579/642, 9-10=-384/447,10-11=214/277,11-12=-110/173,12-13=-lW260,13.14=-367/430,14-15=,%2/625,15-16="737/820,16-17=-9301993, 17-18-137511437,18,19=-752/770,19-20=-911/934,20-21=ll68/1140,21-22=-1800/1725,22-23=0f33 BOT CHORD 1 46=-161411672,4546=-107711130,4445-8631916,4344=-087A40,42 43=4 9215 4 5,41-42=29W350,40-41=-969/1020, 3940=781/831,3839=-586/636,37-38=3911441,3637=-2201271,35-36=-117/167,34-35=100/150,33:M=-203/253,32-33=-374/424, 31-32=5691619,3 0 31=-7 6318 1 4,29-30-95211002,28-29=-2681313,27-28=4631508,26-27=-i5&703,25-26-833/878,24-25-1047/1093 ,22-24=4 63211663 WEBS 21-24=-2 3213 6,20-25=-09/50,1 9-2 6=1 701110,18-27=-112411003,17-29--339/193,1 6-3 0-1 4 0174,1531=-107/29.14-32=-85/14, 13-33=-62110,2-46=-266f75,345=-07/46,4-44--169/110,543=-11061989,6-41=344/203,7-40=1 4017 3,839=-107/29,938=-05/14, 10-37=-02/10,541=-1265/1244,16-29=1281/1264,12-34=-73/12,11.36=-7311 2 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable Fnd Detail" 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5)Atl plates are 2x4 MT20 unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 14-0 Do. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIMP11. 10)This truss has been designed for a total drag load of 5000 lb. Connect truss to resist drag loads along bottom chord from 0.0-0 to 34-2-8 for 146.2 plf. 11)Design assumes 4)(2(Nat orientation)puffins at oc spacing indicated,fastened to truss TC w/2-10d nails. --"`ES LOADCASE(S) Standard �QR� r (01817 .� E - 9 OF( o� Job Truss TrLss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T506J CAL.HIP 1 1 Job Reference o Tonal Unrvarsal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 MTek Industries,Inc. Wed Jun 18 16:46:00 2008 Page 1 -0-3-8 5-4-15 12-11-3 , 20-11-13 28-6-1 34-2-B „ 0-3-8 54-15 7-6-4 840-10 7-6-4 5-8-7 Scale=1:62.7 Camber=7116 in 4x5 4.00 F12 3x4= 45 3 4 5 3x4 3x4 2 6 ILN 1 7 U'j o k5 0 3x9' 12 11 10 9 8 3X9— 2x4 11 3x8= 4x5= 3x8= 2x4 11 -00-8 5-4-15 28-6-1 34-2-8 0-3-8 5-4-15 23-1-3 5-8-7 Plate Offsets my): 1:0.0-9 -1-8 LOADING(psf i SPACING 7-M CS1 DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0,71 Vert(LL) -0.23 9 >999 360 W120 197/144 TCDL 14.0 Lumber Increase 1.25 8C 0.91 Vert(rL) -0.69 9-11 >590 240 BCLL 0.0 Rep Stress tncr NO W B 0.99 Hmz(TL) 0.20 7 n/a No BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight:1241b LUMBER BRACING I OP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing dirody applied or 2.11-6 oc puffins.except BOT CHORD 2 X 4 DF-N No.I/No.2 0-0-0 oc purlins(3-2-10 max.):3-5. Except: WFRS 2 X 3 SIDE Stud 3-3-0 oc bracing:3-5 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-9 REACTIONS (lb/size) 1=1391/0-3-8,7=1391/0-0-8 Max Horz 1=36(LC 3) Max UpliR1=-17(LC 3),7=-18(LC 4) FORCES (lb)-Maximum Compressici Maximum Tension TOP CHORD 1-2=-3573/59,2-3=-2924/51,34=2715I63,4-5=-2740/65,56=2951f53,6.7=3708163 BOT CHORD 1-1 2=5213307,11-12=52/3307,10-11=02834,9-10=0/2834,8-9=-2013454,7-8=20/3454 WEBS 2-12=(11197,2-1 1=-63 6184,3-11=01455,4-11=-346166,4-9=517/66,5-9-W461,6-9=-752183,6-8=0202 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7.05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plato grip DOI.=l 06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 7)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard 4RpFES r (018175 E 9 �. OF r Job r uss Truss Type Qty �Piy ROSETTA CANYON IUCENTEX/RANEE , E-3585 T506K CAL.HIP 1 1 Job Reference o Tonal Un versal Truss,Inc.,Fontana,C 9233 (GAR) 7.000 s May 29 2007 MiTek Industnes,Inc. Wed un 16 -6 2008 Page -0T�-8 5-4-15 14-11-3 18-11-13 i 28-6-1 34-2-8 0-3 8 5-4-15 9-6-4 4-0-10 9-6-4 5-8-7 Scale=1:62. Camber=112 in 4.00 1 4x62 4 3X4= 7 4X6 3 5 5 6 3x4 3x4 2 8 Ln J L0 N 1 1 9 u-j 1m Q Q 4x7= 14 13 12 11 10 3x9 2x4 II 3x8= 4x5= 3X8— 2x4 II -0P-8 5-4-15 2M-1 - _— 34-2-8 - 0-3-8 5-4.15 23-1-3 5-8-7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0,64 Vert(LL) -0.23 11 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.74 11-13 >552 240 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.21 9 n/a n1a BCDL 7.0 Code IBC2006/TPI2002 (Matrix) Weight:130lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc pudins,except BOT CHORD 2 X 4 DF-N No.11No.2 0-0-0 oc pudins(3-5-11 max.):3.6. Except: WEBS 2 X 3 SPF Stud 3-6-0 oc bracing:3-0 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 1 Row at midpt B-11 REACTIONS (Ib/size) 1=1 4 5 910-3-0,9=1458/0-3-8 Max Horz 1--30(LC 4) Max UpliR1=A0(LC 3),9=41(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-376211 25,2-3=-31461126,3-4=-61/0,3-15=-2930/158,5-1 5=-293 011 58,5-16=-2957/160,6-1 6=-2 9 5711 60,6-7=-61/0,6-0=-3175/129,8-9=-39031131 BOTCHORD 1-14=-108/3483,1 3-1 4=-1 0813483,12-13--0013063,1 1-1 2=-60130 63,10-11=-84/3636,9-10=-84/3636 WEBS 2-14=0/197,2-13=-607168,3-13=0/465,5-13=-092171,5-11=-362A1,6-11=01472,8-1 1=-7 2 516 9,8-10=01202 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05:85mph;h=25ft;TGDL=8.4psf;BCDL=4.2psf;Category fl;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water pond'ng. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSIITPI 1. 7)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w12-10d nails. LOAD CASE(S) Standard PROF ES LU [1r °C (01817 �O E - 9 Of C o Job Truss ruse Type Oty Ply ROSETTA CANYON I I/CENTEX/RAN EE E-3585 T506L CAL HIP 1 Job Reference o Lionel mvamal Truss,Inc.,Fontana.CA 2335 A ) TWO s May 29 2007 Mire In uslries,Inc. Wed Jun iB 16,49:38 2Q08 age 1 -1-7-01 7-11-11 26-6-5 34-6-0 ,36-1-Q 1-7-0 7-11-11 18-6-10 7-11-11 1-7 0 Scale=1:66.5 Camber=15/16 in 4.00 F12 Wx8 \\ 8x8 3x4= 2x4 11 3x6= 3x4= 3x4 S:- 420 21 5 6 7 8 22 923 3x4 3 10 OF 2 11 1 12f— 0 0 5x7= 19 18 24 25 17 16 15 26 127 13 5x7— 2x4 11 3x4= 3x5= 6x15 MT16= 3x5- 3x4 2x4 11 - 34-6-0 34-6-0 Plate Offsets MY):: 2:0-33 Ede 11.0-3-3 Ede 15:0-1-120-1-8 16:0-7-8034 17:0-1-120-1-8 LOADMIG(psf) SPAGNG 2-" CSI DEFL in (loc) Ildefl Lld PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.96 Ved(LL) -0.61 16 >676 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Ved(TL) -1.52 16 >271 240 MT16 116/127 BCLL 0.0 Rep Stress Incr NO W B 0.37 Horz(TL) 0.28 11 Na rJa BCDL 7.0 Code IBC2006/TP12002 (Matrix) WeigM:285lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 35-10 oc pudins,except BOT CHORD 2 X 4 DF No.18,Btr 0-0.0 oc pudins(2-6-11 max.):4-9. Except: WEBS 2 X 3 SPF Stud*Except' 2-7-0 oc tracing:4-9 W2 2 X 4 DF-N No.1/No.2,W2 2 X 4 DF-N No.1/No.2,W2 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2 2 X 4 DF-N No.1/No.2 REACTIONS (Ib/size) 2=3620103-8,11=3620/0-3-0 Max Hors 2=33(LC 4) Max Uplift2=223(1-C 3),11=-223(LC 4) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0134,2-3=-9669/573,3-0=10141/726,4.20=-130021914,20-21=-130021914,5-2 1=-1 300 2191 4,53=-14043/962,6-7=-140431%2,7-8=140431962,8-22--130021914, 22.23=-13002/914,9-23--130021914,9-10=-10141f726,10-11=-9669/574,11-12=0134 BOT CHORD 2-19=519/9059,18-19=519MM9,18-24=-66479785,24-25=-06419785,17-25=-064/9785,16-17=361113002,15-16=-835/13002,15-26=-031f9785,26-27=-031/9785,14-27=-031/9785, 13-14=487/9059,11-13="487/9059 WEBS 3-1941131.3-1 8=1 861971,4-1 8=-241 11 62,4-17=-251/3672,5-17=-1488/217.5-16=-83/1226,6-16--8571158,8-1 6=-8311 226,8-15=-14881217,9-15=-251/3672,9-14=-241/162, 10-14=-1861971,10.13=0/131 NOTES 1)2-ply truss to be connected together with 10d(0.131'0")nails as follows: Top chords connected as follows:2 X 4.1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 X 3-1 row at G-9-0 as,2 X 4-1 row at 0-9-0 oc. 2)All leads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only bads rested as(F)or(8),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85m9h;h=25it;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and fight exposed; Lumber DOL=1.33 plate grip DOL=1.06. 5)Provide adequate drainage to prevent water ponding, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurmnt with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/I PI 1. 10)Girder carries hip end with 8-M and setback and tie-in span of 3-0-0 from subgirder. 11)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w12-10d nails. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert 1-4 W,4-20=-68,21-22=182,9-23=-68,9-12=-08,2-11=-34(F=20) Concentrated Loads(1b) '®F ES Vert:20=725 23=-725 ®Q Trapezoidal Loads(pif) Vert:20=-165-to-21=-182,22=-182-to-23=-165 C Lu rT+ °C (01 817 E - 9 . OF CA @� I I Jab Truss Tress Type Qty Ply ROSETTA CANYON II/CENTEXIRANEE E-3585 T506L- CAL HIP 1 2]Job Reference o tional Universal I russ,me Fontana,CA 92335(GA ) 7. 0 s May 29 2 07 MiTek Indusines,Inc. Wed Jun 18 6.'46',04 2008 Page 1 48-7 T 7;5-8 7-11,11 12-4-4 17 3-0 22-1-12 26 6 5 27, 4 829 11-9 , 34-6-0 4-6-7 2-11-1 0-6-3 4-4-9 4-10-12 4-10-12 4-4-9 0-6-3 2-11-1 4-6-7 Scale=1:62.7 Camber=15/16in 4.00 12 8x8 `;\ 8x8 3x4- 2x4 11 3x6= 3x4= 3x4% 3 18 19 4 5 6 7 20 821 3x4 1 v 2 1 10 rh O O 5x7= 17 16 22 23 15 14 13 24 125 11 5x7= 214 1' 3x4 3x5= 6x15 MT16— 3x5= 3x4= 2x4 11 4-6-7 7-5-8 12-4-0 17-3-0 22-1-12 27-0-8 29-11-9 34-6-0 4-6-7 2-11-1 4-10-12 4-10-12 4-10-12 4-10-12 2-11-1 4-6-7 Plate Offsets X Y: 1:0-3-3 Ede 3:03-8 Ede 8:03-8 Ed e (10:0-3-3 Ed a 13:0-1-12 0-1-8 14:0-7-8 0 3.4 15:0-1-12 0-1-8 LOADING(psf) SPACING 2-M CS1 DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.96 Vert(LL) -0,61 14 >673 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -1.52 14 >269 240 MT16 116/127 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.28 10 n/a n1a061 BCDL 7.0 Code IBC20FP12002 (Matrix) Weight:276lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/Na.2 TOP CHORD Structural wood sheathing directly applied or 35-9 oc purlins,except SOT CHORD 2 X 4 OF No.18Btr 0-0-0 oc purlins(2-6-7 max.):3-8. Except: WEBS 2 X 3 SPF Stud*Except' 2-6-0 oc bracing:3-8 W2 2 X 4 DF-N No.I/No,2,W2 2 X 4 DF-N No.1/No.2,W2 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2 2 X 4 DF-N No.t/No.2 REACTORS (Ibfsize) 1=3499/0-3-8,10=3499/033 Max Hom 1=-21(LC 4) Max Uplift1=183(LC 3),10=-183(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2--9758/602,2-3=-1018&739,3-18=-130481924,18-19=-13046/924,4-19-•130481924,4-5-14088/970,5-6=-140881970,6-7=-140881970,7-20=-13(A8/924,20-21=-130481924, 8-21=-130481924,8-9=-1018&739,9-10=-9758X02 BOT CHORD 1-17=55&9147,16-17=-556/9147,16-22=-68419828,22-23--084/9828,1 5-2 3=38419 8 28,14-15=379113048,13-14--858/13048,13.24--66319828,24-25=b6319828,12-25=-6b3/9828, 11-12=-53519147,10-11-535/9147 WEBS 2-17=0/140,2.16=-1871951,3-16=-2341162,3-15=-254/3677,4-15=-14891218,4-14=-85/1229,5-14=-657/158,7-14=-8511229,7-1 3=-1 489121 8,8-13=-254/3677,8-12--234/162, 9-12=188/951,9-1 1=011 40 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 X 3-1 row at 0-9-0 oc,2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI1TPI 1. 10)Girder carries NO and with 8-0-0 end setback and fle-in span of 3-0-0 from subgirder. 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w12-10d nails. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:13=38,3-18=-08,19-20--182,8-21--08,8-10=-68,1-10=-34(F=20) Concentrated Loads(Ib) a�E Vert:18=725 21=-725 Trapezoidal Loads(plf) tt Vert:18=-165-to-19=-182,20=-1824o-21=-165 (01817 * E 9 pf( 0� Sob Truss Truss type City ly ROSETTA CANYON 11/CENTEX/RANEE E-3585 T506M CAI.HIP 1 1 Job Reference(optional) Universal Truss,Inc.,Fontana, A 92335(GAR) 7.000 s May 29 2007 1ATek Industries,Inc. Wed Jun 18 16:46:08 2 8 age 1 I 10-2-3 12-4-4_, 17-3-0 22-1-12 24-3-13, 34-0-0 T=O, 10-2-3 2-2-1 4-10-12 4-10-12 2-2-1 10-2-3 1-7-0 Scale:3/16"=1' Camber=1/2 in 4.00 F12 4x3 2x4 11 4x5 5x8 4 5 6 5x8 3x4 3 t 3x4 2 8 N I 3x7 I I u, M r 1 4x4 II CX41 9 101M 0 0 24 17 16 15 14 13 12 11 25 3x9= 2x4 II 3x4— 3x4= 5x8= 3x4= 3x4= Zx4 II 3x9— 12-4-4 17-3-0 22-1-12 34-6-0 12-4-4 4-10-12 4-10-12 12-4-0 Plate 08sets X A-4-0 0-1-t 4:0-2-0 0-2-0 :0.2-0 0-2.0 :0-0-0 0-1-12 14:01-0 0.3-0 LOADING(psf) SPACING 2-0-0 CSI DER- in (ioc) Udell Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.32 14 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Verl(R) .0.83 14 >494 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.22 9 n/a Na BCDL 7.0 Code IBC2006/TPI2002 (Matra) Weight:156lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc purlins,except BOT CHORD 2 X 4 DF-N No.1/No.2 0-"oc purlins(3-8-4 max.):4-0. Except: WEBS 2 X 3 SPF Stud•F_xoepr 3-8-0 oc bracing:4-6 W1 2 X 4 DF-N No.1/No.2,W5 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid cuing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 19-23,20-23 JOINTS 1 Brace at Jt(s):19,20,23 REACTIONS (lb/size) 1=139903.8,9=1526f0 3-8 Max Herz 1=-185(LC 13) Max Up(d1=-159(LC 11),9=198(LC 14) Max Grav1=1531(LC 10),9=1658(LC 9) FORCES (lb)-Maximum CompressionfMaximwn Tension TOP CHORD 1-2=-0140/459,2-3=-3798/344,3-4=2496/383,6-7=25031391,7.8=-3771/330,8-9=4068/429,9-10=0/34,4f=-2316/320,5-6-2322/326 BOT CHORD 1-24=.306/3670,17-24=-252/3670,16-17=-252/3670,15-16=22213523,14-15=-161/3998,13-14=0/3850,12-13=34/3364,11-12=-08/3464,11-25=-48/3464,9-25=-30513789 WEBS 3-21=1807/61,19.21=1825/50,19-23=-235310,18-23=2353/0,18-20=-235310,20-22=1819153,7-22=-1802f64,2-17=0/97,2-16=•187/51,3-16=0/199,3-15=-39f723,1 5-1 9=-2 5 0159, 14-19=1671893,14-23=-540/82,14-20=171/905,13-20=252/58,7-13=38/728,7-12=0/192,8-12=-117144,8-11=0(88,4-21=-00/225,6-22=33/227,5-23=-499189 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL-4.2psf;Category II;Exp B;enclosed;MWFRS gable and zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip D0L=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in accordance with the 2006 Intemabonal Building Code section 2306.1 and referenced standard ANSI/fPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-"to 1-0-0,33-6-0 to 34.M for 500.0 plf. 8)Design assumes 4x2(flat orlerttafion)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard Q40EES (0181 E - 9 .�r�� OF CAS 0���. Job Truss Truss Type Qty Ply ROSETTA CANYON II/CENTEX'RANFE • E-3585 T506N CAL HIP 1 1 Job Reference to tionai Universal Truss,Inc,Fontana,CA 112335 ) 7 000 s May 29 2007 MiTek industries,Inc.Wed Jun 18 16:46:11 2008 Page 1 -Or3-8 5-2-15 11-2-0 11-8-3 16-11-8 22-2-13 2$-a 0 28-8-1 34-2-8 35-9-8, 0-3-8 5-2-15 5-11-1 0-6-3 5-3-5 5-3-5 0-6-3 5-11-1 5-6-7 1-7-0 Scale:3116"=1' Camber=7/16 in 4.00 F12 2x4 11 2x4 11 6x8 3 17 4 18 19 5 620 3YA 3M 2 7 v 04 1 8 9 IM O O 21 16 15 14 13 12 11 10 22 48= 2x4 11 3X4= 3x4= 300 Mf16- 3x4= 3x4= 2X4 11 3x10= -014-8 5-2-15 11-2-0 16-11.8 22-9-0 28-8-1 I 34-2-8 , 0-3-8 5-2-15 5-11-1 5-9-8 5-9-8 5-11-1 5-6-7 Plate Offsets X Y: I t4)-2 0-0-11 -0 0-2 :04-0 0.2 8: 0-1.8 LOADING(psf) SPACING 2-" C81 DEFL in (loc) Udefl Lid PLATES GRIP TOLL 20.0 Platos Increase 1.00 TC 0.96 Verl(LL) -0.34 11-12 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.47 VertM) -0.77 12-14 >527 240 MT16 1521158 BCLL 0.0 Rep Stress Incr NO Vila 0.57 Horz(TL) 0.19 8 n/a rVa BCDL 7.0 Code IBc2006/TP12002 (Matrix) Weight 139lb LUMBER BItACNG TOP CHORD 2X4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directty applied or 2-7-9 oc puriins,except BOT CHORD 2 X 4 DF-N 240OF 2.0E 0-"oc purlins(2$8 max.):3.6. Except: WEBS 2 X 3 SPF Stud'ExcepC 2-7-0 oc bracing:3-6 W1 2 X 6 DF-N No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Iblsize) 1=1595J038,8=172210-3-8 Max Herz 1=-190(LC 13) Max Upliift1=-211(LC 11),8--252(LC 14) Max Grav1=1743(LC 10),8=1870(LC 9) FORCES (b)-Maximum Compressiort/Maximum Tension TOP CHORD 1-2=A5751587,23--39631462,3-17=-40001369,4-17=-39911288,4-18=3991f279,18-19a-39911206,5-19=39911286,5.20=39911295,6-20=-40071373,6-7=-4020/468,7.8=-4 7 1 215 9 5, 8-9=0/84 BOTCHORD 1-21=-428/3998,16-21=-319/3998,15-16=-319/3998,14-15=-270/3592,1 3-1 4=-2051399 1,1 2-1 3=2 0 5139 91,11-12=-98/3610,10-11=-104f4075,1 0-22--1 0414 07 5,8-22=-446/4126 WEBS 2-16=0/195,2-15=-430167,3-15=-151272,3-14=-198/934,6-12=-195/867,6-11=-10/312,7-1 1=5 0 614 8,7-10=01192,4-14=541/126,5-12=-515/125 MOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCtX_=8Apsf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water pending: 4)This law has been designed for a 10,0 Psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are MT20 piates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-M wide will It between the bottom chord and any other members. 8)This truss is designed in accordance wJ*the 2006 International Building Code section 2306.1 and referenced standard ANSI/fPI 1. 9)Tlys truss has been designed for a total drag lead of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,33-2-8 to 34.2-8 for 500.0 plf. 10)Girder carries tie-in spans of 2-0-0 from front girder and 440-0 from back girder. 11)Design assumes 4x2(flat orientation)purfins at oc spacing indicated,fastened to truss TC w/2-10d nails. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1.3=-68,3-17=-08,18-19=-102(8=34),6-20=�,65-9=-68,1-8=-14 Concentrated Loads(lb) Vert:17=-102 20=-102 Trapezoidal Loads(ptf) Vert:17=-08-to-18=-102,19=-102-to-20=-08 r=1 29)User defined:Lumber Increase=1.25,Plate Increase=1.00 E Uniform Loads(pit) OQ Vert:1-3=-08(F),3-17=-WF),18-19=-102(F=fi8,8=-34),6-20=-08(F),6-9=-08(F),1-0=14(1`) Concentrated Loads pb) Vert:13=75(F)17=102 20-102 Trapezoidal Loads(pfl) 4Z Vert:17=-8(F}to-18=102(F=-68),19=102(F=-i6}to-20=-&(F) 4CC C01817 IL �p�C 4 Job EIA s Truss Type aty Ply ROSETTA CANYON I I/CENTEX/RANEE E-3585 6P CAL HIP 1 1 , Job Reference(optional) Universal Truss,Inc.,Fontana, ""{GAR? 7.000 s ay 29 2007 Mireindustries,Inc. Wed Jun 18 16:46:14 2008 age 1 Ora 81 8 13-8-3 20-2-13 34-2-8 35-9 0-3-8 13-8-3 6-6-10 13-11-11 1-7-0 Scale:3/16"=1' 2x4 !I Camber=1/2 in 4.00712 5x8= 8 4 2x4 5x8= l 3 95 6 7 } 3x4% 3x4 Y zz- 2 9 a I 1 1 10 1117 0 0 21 18 17 16 15 14 13 12 22 4x7= 2x4 I I 3x4= 3x4= 3x10 MT16= 3x4= 3x4= 2x4 11 47= -Or3-8 34-2-8 0-3-8 34-2-8 Plate Offsets 3:0r4-0 0-1-8 :0.4�110-1-8 10:0 2-2 0 0-2 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 plates increase 1.00 TC 0.84 Ved(LL) -0,32 13-14 >999 36C KM 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.74 13-14 >548 240 MT16 152/168 BOLL 0.0 Rep Stress Ina NO W B 0.59 HoaM) 0.20 10 n/a nla BCDL 7.0 Code IBC2006UP12002 (Matrix) Weight:144lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc puriins,except BOT CHORD 2 X 4 DF-N No,1/No.2'Except' 0-0-0 oc pudins(2-10-9 max.):3-7. Except; B1 2 X 4 DF-N 240OF 2.0E 2-11-0 oc bracing:3-7 WEBS 2 X 3 SPF Stud-Excepr BOT CHORD Rigid ceiling directly applied or 9-2-9 oc bracing. W1 2 X 6 DF-N Nc.3 REACTIONS (lb/size) 1-1 4 9310-3-8,1 0-161 910-3 8 Max Horz 1=-184(LC 13) Max Uplifil=-192(LC 11).10=-232(LC 14) Max Grav 1=1604(LC 10),10=1730(LC 9) FORCES (Ib)-Maximum CompressionlMaximurn Tensiou TOP CHORD 1-2=-0172/532,2-0=,3537/402,3-4=-6110,3-19=3482/327,5-19=-3481/248,5 6=3481/244,6-20=-3481/253,7-20=-3496/335,7-0=-61/0.7-9=3579/406,9-10=-0286/536,10.11=0/34 BOTCHORD 1-21=-37013618,18.21=-261/3618,17-lB=26113618,1 6-1 7=-2 0 8131 8 7,1 5-1 6=1 3 513481,14-15=-135/3481,1 3-1 4=-3 7131 9 2,12-13=A8/3671,12-22=-0813671,10-22=-474/3722 WEBS 2-1"1196,2-17=-06(/64,3-17-15/303,3-16=-163/831,7-14=-1601775,7.13=-51322,9-13--525/44,9-1 2=011 94,5-16=-423/109,6-14=-4071109 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;B5mph;h=25ft:TCDL=8.4psf;BCOL=4.2psf;Category II;Exp B;enclosed;MWFRS gable and zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This buss has been designed for a total drag Toad of 10001b. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-M,33.2-8 to 34-2-8 for 500.0 pfF. 10)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,tastened to truss TC wl 2-1W nars. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular:Lumber Increase=125,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=-68,3A=-08,3-19=-28,19-20=-08,7-20=-28,7-8=-68,7-11=-68,1.10=-14 Concentrated Loads(lb) Vert:15=75(F) oQR(ofES w Qti en °[ (01817 E " 9 4F CA Job Truss FCAL Type aty Ply ROSE TTA CANYON II/CENTEX/RANEE E-3585 T506Q HIP 1 1 Job Reference(optional) Universal Truss,Inc,Fontana,CA 92335(GAR) 7.ODO s May 29 2007 MiTek Industries,Inc. Wed Jun 18 16:46:17 20 age 1 -0-3-8 15-8-3 18-2-13 , 34-2-8 0-3-8 15-8-3 2-6-10 15-11-11 1-7-0 Scale=1:67.1 Camber=112 in 20 II 2x4 II 2x4 11 2x4 11 2x4 11 2x4 11 4.00 F12 5x8 5 7 9 10 5x8= 3 12 3x4 3x4 2 13 Y R v 1 14 1 = 15I� G O 23 22 21 20 19 18 17 16 24 4x7= 2x4 11 3x4= 3x4= 4x5— 3x4= 3x4= 2X4 11 3x9= -0 -8 34-2-8 0-3-8 34-2-8 Plate Offsets X Y: 3:0-"0-1$ 12:04-0 0-1-8 LOADING(psi) SPACING 2-" CSI DEFL in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.29 20-21 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1,25 BC 0.90 Vert(TL) -0.73 18-20 >557 240 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.21 14 n1a file BCDL 7.0 Code IBC20061TPI2002 (Matrix) Weight:151 ib LUMBER BRACING TOP CHORD 2 X4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc pudins,except BOT CHORD 2 X 4 DF-N No.1/No.2 0-0.0 oc pudins(2-11-10 max.):3-12. Except: WEBS 2 X 3 SPF Stud*Except' 1 Row at midpt 3$,8-12 W1 2 X 6 DF-N No.3 3-"oc bracing:6-8 BOT CHORD Rigid ceiling directly applied or 9-11-1 oc bracing. JOINTS 1 Brace at Jt(s):8,6 REACTIONS (Iblsize) 1=143310-3-8,14=16WO3$ Max Holz 1=204(LC 13) Max UpliR1=169(LC 11),14=210(LC 14) Max Grav1=1559(LC 10),14=1 686(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=A643/463,2-3=-33981334,3-5=-195/106,5-7=-310,3A=3279181,4$=-3279181,6.8=-3279189,8-11=-3279189,11-12=3279/89,9-10=310,10-12=-195/102,12-13=-3439/338, 13-14=4150466,14-15=0134 BOTCHORD 1-23=-326/3421,22-23=-140/3421,21-22=-140/3421,20-21=�7/2976,19-20=-9/3279,1 8-1 9=-913 27 9,17-18=013007,16-17=013507,16-24=0/3507,14-24=AOB13599 WEBS 2-2 2=011 96,2-21=-510180,3-21=6/297,3-20=-102/586,1 2-1 8=-1 0 51654,1 2-1 7=013 27,13-17=-581158,13-16-0/195,4-20=-268A5,11-18--332J77,8-10--116/27,5$=-111/27 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate gdp DOL=1.06. 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five bads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1, 8)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-M to 1-0-0,33-2-8 to 34-2-8 for 500.0 plf. 9)Design assumes 4x2(flat orientation)pudins at or,spacing indicated,fastened to truss TC w/2-1 Od nails. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pli) Vert:1.3=68,3-5=-68,5-7--28,6-8--68,9-10=48,10.12=-68,12-15--68,1-14=-14 Concentrated Loads(lb) Vert:19=-75(F) � 4 � u.r m °C (01817 a' E - 9 OF CA 0� Jab Truss Truss Type aty Ply ROSETTA CANYON IUCENTEX/RANEE E-3585 T506R CAL HIP 1 Job Reference(optional) uni'ver-551 Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007%Tek Industries,Inc. Wed Jun 18 16:46:19 2008 Page 1 -013-8 4-2-15 7-2-0 7r8,3 12-0-12 16-11-8 21-10-4 26-2-13 26-q-0 29-8-1 34-2-8 0-3-8 4-2-15 2-11-1 0-6-3 4-4-9 4-10-12 4-10-12 4-4-9 0-6-3 2-11-1 4-6-7 Scale=1:62.5 Camber=718 in 4.00 F12 gxg 1\ 8x8 // 3x4= Dr4 11 3x6— 3x4— 3x4 7:�: 318 19 4 5 6 7 20 821 3x4 2 9 q 1 10 oa N IM O O 48= 17 16 22 23 15 14 13 24 125 11 5x7 2x4 11 3x4 3x5= 6x12.5 MT16= 3x5= 3x4= 2x4 11 0T3 8 4-2-15 7-2-0 12-0-12 L 16-11-8 21-10A 26-9-0 29-8-1 , 34-2 0-3-8 4-2-15 2-11-1 4-10-12 4-10-12 4-10-12 4-10-12 2-11-1 4-6-7 Plate Offsets X Y: 1:0-0-2 0-0-11 10:0-33 Ede 13:0-1-12 0-1$ 14:0 E 1541-12 0-1-8 LOADING(psf) SPACING 2-M CS] OEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0,99 Vart(LL) -0.59 14 >692 360 MT20 197)144 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -1.47 14 >278 240 MT16 116M27 BCLL 0.0 Rep Stress Inrx NO WB 0.38 Horz(TL) 0.27 10 n/a n!a BCDL 7.0 Code IBC2006/rP12002 (Matrix) Weight:275Ito LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied cr 3-5-15 oc pudirs,except BOT CHORD 2 X 4 OF No.1&Btr 0-"oc purlins(2-7-6 max.):3-8. Except WEBS 2 X 3 SPF Stud'Except! 2-7-0 ocbracing:3-8 W2 2 X 4 DF-N No.1RJo.2,W2 2 X 4 DF-N No.1/No.2,W2 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2 2 X 4 DF-N No.11No.2 REACTIONS (lb/size) 1=3499/0-3-8,10=3469/03-8 Max Horz 1=-21(LC 4) Max Uplift1=-188(LC 3),10=-182(LC 4) FORCES (Ib)-Maximum CompressiorlMaximum Tension TOP CHORD 1-2--922&577,23=-9834R20,3-18=-127741910,18-19=-12774/910,4-1 9=-1 2774/91 0,4-5=-13875/961,5-0--1 3 87 519 61,6-7-1 3 87519 61,7-20=-1 2896/91 8,20-21=-128961918, 8-21=-1 2896/918.8-9-100921735.9-1 0=-96 691599 BOT CHORD 1-17=527/8576,16-17=-527/8576,16-22=-66619492,22-23=-066/9492,15-23=-666/9492,14-15=-865112774.13-14=-852J12896,13-24=-059/9735,24-25=-05919735,12-25=-659/9735, 11-1 2=-53219 0 6 4,10-11=-532/9064 WEBS 2-17=0/132,2-1 6=-1 9411 1 87,3-16=-348/167,3-15=-257/3742,4-15-1518/220,4-14--88/1292,5-14--857/158,7-14=32/1162,7-13=-14601217,8-1 3=-2 5 0136 1 2,8-12=-2301162, 9.12=A87/940,9.11=01141 NOTES 1)2-ply truss to be connected together with 10d(0.131INT)nails as foltows: Top chords connected as follows:2 X 4-1 row at 0.9-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-941 oc. Webs connected as follows:2 X 3-1 row at 0-9-0 oc,2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(E)or back(8)face in the LOAD CASE(S)section.Ply to ply connections have boon provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced root live loads have been considered for this design. 4)Wind:ASCE 7-06;85mph;h=26 t;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 date grip DOL=1.06. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection. 9)This buss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)Girder carries hip end with 8-0-0 end setback and tie-in span of 3-M from subgirder. 11)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard 1)Regular Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=58,3-18=.68,19-20=-182,8.21=-68,8-10=-68,1-10=-34(17=20) �� � Concentrated Loads 0b} Vert:18=-725 21=-725 oQ Trapezoidal Loads(ptf) <(, Vert:18=-165-to-19=-182,20=-182-to-21=-165 w re+ (0181 E - 9 Ox C 4Q` Job Truss Truss Type taty Ply ROSETTA CANYON II/CENTEX/RANEE • E-3585 T506S CAL HIP 1 1 Job Reference o tional niversal Truss.Inc.,Fontana,CA 92335(GAR) 7.0 s May 29 2007 MTex Industries,Inc. Wed Jun 18 16A6:22 2008 age 1 4-6-7 9-11-11- 124-4 17-3-0 22-1-12 1 24-6-5 26-6-5, 29-11-9 34-6-0 1 4-6-7 5-5-4 2-4-9 4-10-12 4-10-12 2-4-9 2-0-0 3-5-4 4-6-7 Scale:3/16"=P Camber=314 in 4.00 12 6X8 10 6x8 4 3x4- 2x4 11 3x5= 3x4= 3x4 s 3 0 5 6 7 8 9 3x4 2 11 � 1 12 u7 N O O 22 19 18 17 16 15 14 13 23 3X9= 2x4 11 3x4— 3x5= 6x8= 3x5= 3x4= 2x4 11 3x9= 4-6-7 124-4 17-3-0 22-1-12 29-11-9 34-6-0 4-6-7 7-9-13 4-10-12 4-10-12 7-9-13 4-6-7 Plate Oftels 3:0-3-8 0-2-4 9:03-8 0-24 15:0-2-0 0-1-8),(16:04-0 Ede 17:0-2-0 0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plates Increase 1,00 TC 0.97 Vert(LL) -0.45 16 >920 360 MT20 197/144 TCDL 14.0 Lumber Increase 125 BC 0.65 Vert(TL) -1.21 16 >340 240 BCLL 0.0 Rep$tress Incr YES W B 0.79 Horz(TL) 0.22 12 n/a n/a BCOL 7.0 Code IBC2006IfP12002 (Matrix) Weight:133lb LUMBER BRACING TOP CHORD 2 X 4 DF-N NoA/No-2 TOP CHORD Structural wood sheathing directly applied or 2-M oc pudins,except BOT CHORD 2 X 4 OF No.1&Btr 0-M oc purtins(25-1 max.):3-9. Except: WEBS 2 X 3 SPF Stud 2-5-0 oc bracing:3-9 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS Ob/size) 1=1470/0-3-8.12=1470/038 Max Horn 1=152(LC 12) Max Uplifl1=163(1-C 11),12=-163(LC 14) Max Grov 1=1580(LC 10),12=1580(LC 9) FORCES (lb)-Maximum CompressiordMaximum Tension TOP CHORD 1-2=4247/467,2-3=4053/376,3-4=-61/0,3-20=-50601417,5-20=50041361,5E=54241378,6-7=-5350/303,7$=-5425/378,8-21=5003/361,9-21=-5059/417,9-10=-6110, 9-11=4053/376,11-12=4245/465 BOTCHORD 1-227--307/3892,19-22=380/3892,18-19=-380/3892,17-18=�61/3930,16-17=-313/5029,1 5-1 6=-1 6314 892,14-15=-209/3793,13-14=-230/3757,13-23=-230/3757,12-23=426/3757 WEBS 2-19=0/96,2-18=741209,3-18=-7/137,3-17=-147/1511,5-17=-616/109,5-1 6=-1 1 016 7 9,6.16=-333/49,8-16=111/679,8-15=616/109,9-15=-147/1511,9-14=-7/137,11-14=-77/211, 11-13=0/96 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in accordance wilh the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-M,335-0 to 34-6-0 for 500.0 pit. 8)Deslgn assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASES)Standard ES I 7 �4 t a (01817 E - 9 OF CA p@ Job Truss puss ype Q+v Plv ROSETTA CANYON I1ICENTEXIRANEE E-3585 IT506T CAL HIP 1 1 e __ Job Reference o banal Universe Truss,Inc., onlam, 92335(G [.000 s May 29 2007 i ek nduslnes,l,ac. Wad Jum 18 15:46:25 20D8 Page 1 -0 3-8 5-2-15 11-2-0 1i-8-3 16-11-8 22-2-13 2P_0 28-8-1 0-3-8 5-2-15 5-11-1 0-6-3 5-3-5 5-3-5 05-3 5-11-1 5-6-7 Scale=1:63.1 Camber=112 in 6X8 4.00 12 2x4 11 2x4 11 6x8 3 16 4 17 18 5 619 3x4 3x4 2 7 a 0 v N 1 8 0 20 15 14 13 12 11 10 9 21 4x8= 294 11 3x4= 3x4= 3x10 MT16= 3x4= 3x4 2x4 11 3x10= -OLD-8 5-2-15 11-2-0 16-11-8 22-9-0 28-8-1 34-2-8 0-3-8 5-2-15 5-11-1 5-9-8 5-9-8 5-11-1 5-6-7 Plate Offsets MY):: 1:0-0-2 0-0-11 :0-41-0 0-z 6:0.4-0 0-2-8 8:0-5-2 0-1.8 LOADING(psf) SPACING 2-0.0' CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0.36 10-11 >999 360 MT20 197/144 TCDL 14,0 Lumber Increase 1.25 BC 0.70 Vert(M) -0.81 11-13 >500 240 MT16 152J158 BCLL 0.0 Rep Stress Incr NO W B 0.62 Harz(TL) 0.21 8 rtla n/a BCDL 7.0 Code IBC2006JfPI2002 (Matrix) Weight:136Ib LUMBER BRACING TOP CHORD 2 X 4 DF-N No,11No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-9 oc pudins,except BOT CHORD 2 X 4 DF No.18BIr "-0 oc pudins(2-5-12 max.):3-6. Except: WEBS 2 X 3 SPF Stud'Excepr 25-0 oc tracing:3.6 W1 2 X 6 DF-N No.3 BOT CHORD Rigid calling directly applied or 10-M oc bracing, Except: 8-10b oc bracing:8-9. REACTIONS (Iblsize) 1=1636JO.3.8,8=163510.3-8 Max Horz 1=-170(LC 13) Max UpltR1=-211(LC 11),8=-212(LC 14) Max Grav 1=1746(LC 10).8=1746(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-05841587,2-3=-39721461,3-16=-4015I371,4-16=-40051290,4-17=-0005281,17-18=-4005/209,5-1 8=-40 0 5128 8,5.19=-40051297,6-19=-40221379,6-7=-40391475,7.8=A7731617 ROT CHORD 1-20=-436/4006,15 20=-32614006,14-15=-326/4006,13-14=-27813601,12-13=21314005,1 1-1 2-21 314 0 05,10-11--12213628,9-10=-14614138,9-21=-146/4136,8-21=-57214187 WEBS 2-15=01195,2-14=429187,3-14=-13267,3-13=-2011943,6-1 l--1961865,6-10=121319,7-10=-551164,7-9=0N99,4-13=5501130,5-11=519/128 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25i1;TCDL=8.4p5f;BCDL=4.2psf;Category II;F:xp B;enclosed;MWFRS gable end zone;end vertical left and right exposed, Lumber DOL=1.33 plate grip DOL-1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nanconcurrent with any other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)'This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-M wide will fit between the bottom chord and any other members. 8)This truss is designed in accordance With the 2006 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 9)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from O-M to 1-0-0,33-2-8 to 34-2-8 for 500.0 pH. 10)Girder carries tie-in spans of 24-0 from front girder and 4-0-0 from back girder. 11)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. 12)In the LOAD CASE(S)section,loads applied to the fare of the truss are noted as front(F)or bark(B). LOAD CASE(S)Standard Except 1)Rrgutar.Lumber Increase=1.25,Plate Increase=1.00 U Worm Loads(ptf) Vert:1-3=68,3-16=-08,17-18=102(B=34),6-19=-08,68=58,15=-14 Corcentrated Loads(lb) Vert:12=-75(F)16=-102 19=102 Trapezoidal Loads(pIQ Vert:16=58-to-17=-102,18=-1024o-19=f8 Q� w ram+ (01 1p \ E - 9 i IL ���.OF CA Q Jobas Truss Type aty Ply ROSETTA CANYON 1110ENTEX/RANEE E-3585 T507A CATHEDRAL 1 1 Job Reference(optional) nnrersa Truss,Inc.,Fontana.CA 9M5( 7.000 s Play 29 2007 Mi Iek industries,Inc. Wed Jun 18 16:46:212008 Page 1 i 4-10-7 8-10-0 12-9-9 17-8-0 4-10-7 3-11-9 3-11-9 4-10-7 Scale=1:30.6 4x4 Camber=3116 in 4.00 12 3 3x4% 3x4 2 4 1 5 u7 17 0 0 9 8 7 6 10 47 4x7= 2x4 11 48= 2x4 i l 4-10-7 _ 8-10-0 12-9-9 17-8-0 , 4-10-7 3-11-9 3-11-9 4-10-7 Plate Offsets Y: 1:0-2-20-0-2 30-2-00-1-8 5:0-2-20-0- 0a-0,0-1-12] LOADING(psf) SPACING 2-0 C CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.70 Vert(LL) -0.14 6-7 >999 360 MT20 197/144 TCDL 14D Lumber Increase 1.25 BC 0.80 Vert(TL) -0.36 6-7 >587 240 BCLL 0.0 Rep Stress Ina NO W B 0.81 Horz(TL) 0.11 5 n/a n/a BCDL 7.0 Code IBC20061TP12002 (Matrix) Weight:60lb LUMBER BRACING I OP CHORD 2 X 4 DF-N NoAlNo.2 TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc pudins. BOT CHORD 2 X 4 DF No.18Btr BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: WEBS 2 X 3 SPF Stud 8-115 oc bracing:5-0. REACTIONS (lb/size) 1=1 72910-3 5,5=1729105$ Max Hoz 1=-168(LC 13) Max Upliftl=-216(LC 15),5=216(LC 18) Max Grav 1=1916(LC 10),5=1916(LC 9) FORCES 0b)-Maximum ConVmssionlMaximum Tension TOP CHORD 1-2=-4526/609,2-3=-3060/293,3A=-3061/294,45=-45241647 BOT CHORD 1$=44713866,8-9=-13613815,7-8=-136/3815,6-7=-9313797,6-10=93(3797,5-1 0=56 3140 07 WEBS 2-8=01594,2-7=-1244f72,3-7=3/1455,4-7=-1247f76,4-0=01596 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp 8;endosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL-L06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 6)This truss has been designed for a total drag load of 1100 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,16-8-0 to 17-8-0 for 550.0 plf, 7)Girder carries tie-in span(s):8-0-0 from 0-0-0 to 17-M 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LQADCASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pIQ Vert:1-3=58,35=-68,1-5=-131(F=117) Q�Of ES (01817 =° E - 9 10! OF(, QQ' Job Tas JGABLYE rusaTpeQfy PlyROSETTACANYON li/CENTEX/RANEE E-3585 T507AG 1 1 , Job Reference o ionel Universal Truss,Inc.,Fontana,CA 92335 7,000 s May 29 2007 ek I usuies,Inc. Wed Jun 18 16:46:30 2008 Page 1 -1-7-0 B-10-0 17-8-0 19 3 0 1-7-0 8-10-0 8-10-0 1-7-0 Scale=1:39, 2x4 II 44= 2x4 II 4.00 12 2x4II 6 7 8 2x4 11 2M g 9 ZA h 2104 11 4 10 2x4 11 3 11 uO 2 12 u� ;1 ar 13]c 3x4- 22 21 20 19 18 17 16 15 14 3x4= 2x4 11 2x4 11 2x4 1 2x4 11 2x4 I 2x4 11 2x4 I I 20 11 2x4 1. 17-8-0 17-8-0 LOADING(psf) SPACING 243-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.01 13 Nr 180 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 13 n1r BO BCLL 0.0 Rep Stress Incr NO W B 0.07 Hov.(7L) 0.00 17 rVe n/a BCDL 7.0 Code IBC2006fFP12002 (Matt) Weight:67lb LUMBER BRACING TOP CHORD 2 X4 DF-N No.t/No.2 TOP CHORD SWcturat wood sheathing directly applied or 6-"oc pudins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2-276/1748-0,12=276/17-6-0,18=61117-M,14=291117-6-0,15=23/17-",16=129/17-",17=86/17-8-0,22=291117-8-0,21=23117-M.20=129/17-M.19=86/17-8-0 Max Horz 2=-38(LC 14) Max Uplifl2=-231(LC 15),12=-236(LC 18),14-1(LC 13),15=15(LC 17),16=-0(LC 14),22=-1(LC 12),21=-15(LC 16),20=-0(LC 15) Max Grav 2=463(LC 10),12=463(LC 9),18=61(LC 10),14=293(LC 28),15=23(LC 10),16=129(LC 26),17=87(LC 26),22=293(LG 25),21=23(LC 9),20=129(LC 27).19=87(LC 27) FORCES (lb)•Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33,2-3=-6301590,3-t=3531351,4-5=-2331272,5-6=1621194,6-7=-MI12,7-8=-681111,8-9=16211B9,9-10=-2331263,10-11=-3531340,11-12=-030/573,12-13=0133 BOT CHORD 2-22=-5471591,21-22=-2961342,20-21=2071250,19-20=-1321176,18.19=-4WS3,17-18=-49/93,16-17=132H76,1516=-2071250,14-15=-298/342,12-14=-547/569 WEBS 7-18=-5010,11-14=-232f39,10-15=29/12,9-16=104/22,8.17=-7317,3-22=232139,4-21=-29/12,5-20=-104/21,6-19=73f9 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wand loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MTek"Standard Gable End Detail" 3)This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANS1rrPI 1. 8)This truss has been designed for a total drag load of 1100 lb. Conned truss to resist drag loads along bottom chord from 0-M to 17-8-0 for 62.3 pit. LOAD CASE(S) Standard i` rM ��a r 1 ++t rM Ce (01817 E " 9 �' Job Truss TnlssTyprr 7pty Ply E-3585 T507BG GABLE 1 1 ROSETTA CANYON IIlCENTEX/RANEE . Job Reference o Lional Universal Truss,Inc..Fontana,CA 92335(GAR) 7.000 s May 29 2007 MiTek Industnes,Inc. Wed Jun 18 16:46:34 2008 Page 1 -1-7-0 9-7-0 19-2-0 20-9-0, 1-7-0 9-7-0 9-7-0 1-7-0 Scale=1:50.4 2x4 3x4= 12 2x4 II 4.00 2x4 II 7 8 g 2x4 II 2x4 1 6 10 2x4 11 2x4 II 5 2x4 II 2x4 11 4 11 12 2x4 I I 3 13 ter' n 2 14 ,n 1517 /'' BEARING BEARING o 3x4 25 24 23 22 2120 19 18 17 16 26 3x4 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 1I 19-2-0 i 19-2-0 Plate OffseLs(X Y): 18:0-2-0 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) .I/defl L/d PLATES GRIP TCLL 20.0 Plates krcrease 1,00 TC 0.33 Vert(LL) -0.03 19 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0,27 Vert(R) -0.08 19 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(rL) 0.02 14 rda n/a BCDL 7.0 Code IBC2GO6lrP12002 (Matrix) Weight:74lb LUMBER BRACING TOP CHORD 2 X 4 DF.N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc pudins. BOT CHORD 2 X 4 OF No.18Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2 X 3 SPF Stud 6-0-0 oc bracing:14-16. REACTIONS (Iblsize) 2--46314-0-0,14=463/4-M.16=43314-M,25=433/4-" Max Herz 2=40(LC 13) Max Upld2=-199(LC 15�14=-198(LC 18),16=-19(LC 13),25=22(LC 12) Max Grav 2-634(LC 10),14=633(LC 9),16=444(LC 28),25=446(LC 25) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33,2-3=12SW485,3-4=-1042/282,45=-935/223,5-0=-0481160,6-7=768/96,7.8--636/31,8-9=-633126,9-10-765191,10-11=$451154,11-12=932/211,12-13=-1039277, 13-14=1254/480,14-15=0133 BOT CHORD 2-25=-42411152,24-25=-220/926,23-24=-144/843,22-23=-69f775,2 1-22=016 99,20-21=0I705,19-20=-67A81,18-19=143/856,17-18=-2lW924,16-17--301/1007,16-26=-394/1030, 14-26=-04311149 WEBS 13-16=-299147,12-17=-1715,11-18=-46117,10-19=-00115,9-20=0/90,3-25=-300148,4-24=-17/5,5-23=-06117,6-22=-40115.7-21=0/90 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 1-4--0 oc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 174l-0 for 56.6 plf. LOADCASE(S) Standard ®Q�QF ES (01817 � E OF CA �� 3 Job - Tr,ss Toss Typo Qty Ply ROSETTA CANYON 1110ENTEX/RANEE E-3585 T600 COMMON I 1 Job Reference(optional) Universal Truss, nc.,Fon-ana,CA 92335(GAR) 7.000 s May 29 2007 MiTek Industries,Inc. Wed Jun 1 1 :36 20 8 age 1 -1-7-0 5-8-1 10-7-0 15-6-0 21-2-0 22-9-0 , 1-7-0 5-8-1 4-11-0 4-10-15 5-8-0 1-7-0 Scale=1:41.4 4x4= Camber=3116 in 4 4.00 F12 2x4\\ 2x4 3 5 ,n 2 6 n 7 �rr 0 0 11 10 9 8 12 4x4— 4x4= 3x4 3x4= 3x4= 6-9-7 14-4-9 21-2-0 6-9-7 7-7-1 6-9-7 LOADING(psf) SPACING 2-M CSI DEFL in (4uu) Udell Ud PLATES GRIP TCLI 20.0 Plates Increase 1.00 TC 0.65 Ved(LL) -0.10 8-10 >999 360 MT20 197/144 TCDL '4 0 Lumber Increase 1.25 BC 0.54 Veri(TL) -0.31 8-10 >810 240 BCLL 0.0 Rep Stress Incr NO WB 0.32 Hoz(TL) 0.06 6 n1a n/a BCDL 7.0 Code IBC20061TPt2002 (Matrix) Weight:69 tb LUMBER BRACING TOP CHORD 2 X 4 SPF Sid TOP CHORD Structural wood sheathing directly applied or 2-8-13 oc puriins. BOT CHORD 2 X 4 DF-N No.11No.2 BOT CHORD Rigid ceiling directly applied or 9-9-11 oc bracing. WEBS 2 X 3 SPF Stud i REACTIONS (lb/size) 2=97 710-3-9,6=97710-3-9 Max Herz 2=-94(LC 13) Max UpIWQ--210(LC 15).6=-210(LC 18) Max Grav2=1146(LC 10),6=1146(LC 9) FORCES (b)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0f34,2-3=2511/477,3-0=20431219,4.5=-2043/220,5-0=-25111477,6-7=0/34 BOT CHORD 2-11=0/1972,1 0-1 1=011 838,9-1 0=011 2 6 8,8-9=011268,8-12-011853,&12=-418/2023 WEBS 3-10=343774,4-10=01585,4-8=01585,"=-343174 NOTES 1)Unbalanced roof five loads have been considered for this design. 2)Wind:ASCE 7-05:85mph;h=25ft;TCDL=8.4psf;BCDL-4.2psf;Category ll;Exp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber D0L=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf Bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI1TPi 1. 6)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-M,20-M to 21-M for 500.0 ptf. LOAD CASE(5) Standard Q1�t1F E c7 L" rM 'x (018175 E - 9 WA( ®� Job Truss Truss Type aty Ply ROSETTA CANYON 11/CENTEiX/RANEE . ' E-3585 T600A COMMON 1 1 Job Reference o lional UnivTruss,Inc.,Fontana,UF§T33E(GAR) 7.000 s May 29 ZUUT MINI eK industries,Inc. Jun 18 16:46:3B 2008 Page 5-8-1 10-7-0 15-6-0 21-2-0 22-9-0 5-8-1 4-11-0 4-10-15 5-8-0 1-7-0 Scale=1:38. 04= Camber=3116 in 4.00 12 3 2x4\\ 2x4 2 4 10 „-, 1 5 An s I, 11 9 8 7 12 3x6— 3x6= 3x4= 3x4= 3x4= 6-9-7 14-4-9 21-2-0 6-9-7 7-7-1 6-9-7 Plate Offsets X Y: 1:0-1-0 0-0-2 5:0-1-6 0-0-2 LOADING(psf) SPACING 24)-0 CS1 DEFL in (loc) tldefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.09 7-9 >999 360 KM 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.28 1-9 >880 240 BCLL 0.0 Rep Stress Incr NO W B 0.41 Haz(fL) 0.07 5 n1a nla BCDL 7.0 Code IBC2006fTP12002 (Matrix) Weight:72lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1lNo.2 TOP CHORD Structural wood sheathing directly applied or 3.1.15 oc pudins. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 9-9-15 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1=1169/0-3-9,5=1005J03-9 Max Horz 1-185(LC 13) Max UpliRl=170(LC 15),5=210(LC 18) Max Grav 1=1169(LC 1),5=1151(LC 9) FORCES (lb)-Maximum Compression/MaAmum Tension TOP CHORD 1-10=2561/495,2-10=-23541369,2-3=208g237,3-0=2058220,45=-252&477,5-6=0/34 BOT CHORD 1-11-„4' 4/2113,9.11=-6Wl l3,8-9=16/1335,7.8=1 611 3 3 5,7-12=0/1910,512=-0172037 WEBS 2-9=-435A9,3-9=-1 lf748,3-7=0/583,4-7=344(74 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp 8;enclosed;MWFRS gable end zone;end veAical left and right exposed; Lumber DON_=1.33 pale grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 6)This truss has been designed for a total drag bad of 1000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,20-2-0 to 21-2-0 for 500.0 plf. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pit) Vert:1-10=-188(F=-120),3-10=38,36=-68,1-5=-14 Q w rr+ °G (01817 * E ' 9 OF C o� Job Truss Truss Type City Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T600AG GABLE 1 1 Job Reference banal nrve Truss, nc,, ontana,CA 92 5 G 7. s 2920 7 i e Industries,Inc. Wed Jun Page 1 1-1-7-0, 10-7-0 21-2-0 22-9-0, 1-7-0 10-7-0 10-7-0 1-7-0 Scale=1:54.4 a4 11 2x4 11 3x4= 2x4 II 2x4 II 4.00 12 2x4 I I ZO 8 9 1011 2x4 11 2x4 I I 7 12 2x4 11 2x4 11 5 6 13 2z4 II Zx4 I I 4 14 3 32 15 m 9 1-2 8 i6 2 N 1 171 O O 3x4= 30 29 28 27 26 2524 2322 21 20 19 18 3x4= 2x4 11 Zx4 11 2x4 11 5x4= 2x4 11 2x4 11 2x4 II 2x4 11 2x4 II 2x4 11 2x4 11 2x4 11 21.2-0 21.2-0 Plate Offsets MY):: 9:0-2-0 Ed a 26:0-2-0 M-4 LOADING(psf) SPACING 24-0 CS1 DEFL in (loc) gdefl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.01 17 nJr 180 Mm 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.12 VedR) -0.01 17 n!f 80 BCLL 0.0 Rap Stresslncr NO WB 0.07 Horz(fL-) -0.00 32 n/a rda BCDL 7.0 Code tBC20061TP12002 (Matrix) Weight:85lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD 2 X 4 DF-N No.11No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc brecing, Except: WEBS 2 X 3 SPF Stud 10-0-0 oc bracing:23-24. OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2=276121-2-0,16=277/21-2-0,24=7621-2-0,23=-421.2-0,18=29121-2-0,19=24/21-2-0,20=12521-2-0,21=109/21-2-0,22=7021-2-0,30=291/21-2-0,29=2421-2-0, 28=12521-2-0,27=1 0 912 1-2.0,25=7621.2-0,32=8821-2-0 Max Harz 2=-03(LC 14) Max Uplift2=-211(LC 1S),16=-218(LC 18),23=-4(LC 10),18=-l(LC 13),19=-15(LC 13),20=-0(LC 17),21=12(LC 13),22=-18(LC 14),30=-l(LC 12),29=-15(LC 12).28=4(LC 12). 27=1 I(LC 15),25--7(LC 11),32=-06(LC 13) Max Grav2=445(LC 10).16=448(LC 9),24=80(LC 9),23-46(LC 13),18=293(LC 28),19=24(LC 28),20=125(LC 10),21=1 l l(LC 28),22=83(LC 26),30=293(LC 25).29=24(LC 25), 28=125(LC 9),27-110(LC 27),25=77(LC 27),32=143(LC 10) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=033,2-3=5761534,3-0=-362/359,4-5=-2W300,5-0=213243.6-7=-l46fl86.7-8=-72/126,8-9=51197,9-10=57/101.10.11=-79/132,11-12=153/163,12-13=219236, 13-14=273/289,14-15=-369/345,15.16=58315i7,16-17=0/33 BOT CHORD 2-30=-494/543,29.30=-3051354,28-29=-236285,27-28=-1791228,26-27=1161165,25-26=-591109,24-25=531102,23-24=-33/82,22-23=541107,21-22=1171170,2(t-21=-180233, 19-20=-237/289,18-19=-306/356,16.18=-4951529 WEBS 8-24=-66/0,23-32=-37/59,10-32=84/0,15-18=-233/38,14-19=-28/12,13-20=101/19,12-21=-93/23,11-22=-71126,3-30=-233/38,4-28=-28112,5-28=-1U1/19,6-27=-92/21,7-25=-6511 4 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the tress only. For studs exposed to wind(normal to the face),see MiTek'Standard Gable End Detail" 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This tress requires plate inspection per the Tooth Count Method when this buss is chosen for quality assurance inspection. c 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)Bearing at joint(s)32 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 8)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a total drag load of 1000 lb. Conned truss to resist drag loads along bottom chord from 0-0-0 to 21-2-0 for 47.2 plf. LOAD CASE(S) Standard o4�pFE5 IZ w 1'1'11 °C (01817 7D * E - 9 0",� OF C o��Q Job cuss Truss Type aty Ply ROSETTACANYON IIICEN'TEX/RANEE . ' E-3585 T600B CAL HIP 1 1 Job Reference(optional) Universal Truss,Inco.,Fontana,CA 7. s May 29 2007 Mi I ek Industries,Inc. Wed Jun 18�2008 Pago 1 -3-6-0 4-5-11 7-1-0 9-8-5_ 4-2-0 17-8-0 19-3-0 3-6-0 4-5-11 2-7-5 2-75 4-5-11 3-6-0 1-7-0 Scale=1:40.1 Camber=1/4 in 4.00 12 5x6 3x4— 5X8 2 2 1 4 4x6% 3x4 z 1 5 i N u7 $ 7 �m l 0 11 10 14 15 16 9 8 3x10= 2X4 11 4X9= 3xB= 2x4 11 -3-6-0 7-1-0•_ 14-2-0 17-8-0 3-6-0 7-1-0 7-1-0 3" Plata Offsets MY): 1:0.2-4 0-2-0 6:05-2 0-1-8 11.0-1-12 0-1 LOADING(psf) SPACING 2-U CSI DEFL in (be) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 IC 0.71 Vert(LL) -0.13 9 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.37 9.10 >566 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.09 6 nfa Na BCDL 7.0 Code IBC2006frP12002 (Matrix) Weight:77lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2*Except* TOP CHORD Structural wood sheathing direc6y applied or 2-8-13 oc pudins, except end verticals T2 2 X 6 OF-N No.1RJo.2 ,and 0-0-0 oc purlins(3-5-7 max.):2-4. Except: BOT CHORD 2 X 4 DF No.1 BBtr 3-5-0 oc bracing:2-4 WEBS 2 X 3 SPF Stud*Except* ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W5 2 X 4 SPF Std,W3 2 X 4 DF-N No.1 fNo.2 REACTIONS (lb/size) 1 1=2 04 510-3-8,6=1 7 8710-3-0 Max Horz 11=46(LC 6) Max Upltft11=-140(LC 3),6=-109(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension f OP CHORD 1-2=31361248,2-12=2981f249,3-12=-2881/249,3-13=-4093f326,4-13=-0093f326,45=-42931326,5-"- 2821219,6-7=0134,1-11=-19811155 BOT CHORD 10-11--V127,10-14--i2l4160,14-15=34214160,15-16=342J4160,9-16=-34214160,8-9=159f3988,6-0=-16913988 WEBS 2-10=431131,3-10=1482/206,3-9=-2171141,4-9=01295,5-9=•1181277,5-0=0/111,1-10=-22113022 NOTES 1)Unbalanced roof We loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf,BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1,33 plate grip DOL=1.06, 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other live bads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in accordance with the 2006 fntemaGonaf Building Code section 2306.1 and referenced standard ANSI?PI 1. 7)Girder carries hip end with 8-0-0 end setback and do-in span of 2-7-0 from subgirder. 8)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w12-10d nails. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE($) Standard 1)Regular:Lumber Increase-1.25,Plate Increase=1.00 - Uniform Loads(pit) Vert:1-2=-08,2-12=-68,4-13=-08,4-7-=-68,6.11=34(1`=-20) Concentrated Loads(lb) Vert:12=-706 13=-706 Trapezoidal Loads(ptf) Vert:12--165-to-3=-175,3=-175-ta13=-16S �QRpFE ' u °C (018175 �O E 9 OF CA 0� Jnb Truss Truss Type Oty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T600C CAL HIP 1 1 Job Reference o iional Universal Truss,Inc.,Fontana, 92-335(GAR) 7. 0 s May 29 2007 i e industries,Inc. ed Jun 18 16:46:44 2008 Page 1 3 6-0 6-5-11 7-8-5 14-2-0 17-8-0 19-3-0 3-6-0 6-5-11 1-2-10 6-5-11 3-0-0 1-7-0 Scale=1:40.1 Camber=1/8 in 4.00 12 5x5 3 6 3X4— 5x5 2 14 15 5 r, 3x5 3X4 m 1 7It 1 � 8 au iM 0 13 12 11 10 3x5= 2x4 I I 3x8= 3x8= 2x4 11 L 3 6-0 14-2-0 17-8-0 3-6-0 14-2-0 3-6-0 LOADING(psf) SPACING 2-0-0 C51 DEFL in (loc) Well Lid PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.06 11-12 >999 360 KUM 1971144 TCDL 14.0 Lumber Increase 1,25 BC 0.54 VertR) -0.1811-12 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0-57 Horz(L) 0.04 8 n/a n/a BCDL 7.0 Code IBC2(%)61TP12002 (Matrix) Weight:80lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2"Except' TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins, except end verticals T2 2 X 6 DF-N No.1/No.2 ,and 0-0-0 oc pudins(6-0-0 max.):2-5. Except: BOT CHORD 2 X 4 DF-N No.1/No.2 6-0-0 oc bracing:2-5 WEBS 2 X 3 SPF Stud'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W52X4SPFStd REACTIONS (Ifa/size) 13=79610-3.8,8=899/03-8 Max Herz 13=-42(LC 3) Max Upl'rftl3=39(LC 3).8=76(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1136169,23=-06/0,2-14=-1059/101,4-14--1059/101,4-15=-1533/130,5-15=-1533/130,5-0=66l0,5.7=-1 62 411 0 0,73--1828175,8-9.0134,1-13=-764/44 BOT CHORD 12.13=0/%,11-12=-62/1465,10-11=24/1680,8-10=-24/1680 WEBS 2-12=-49f105,4-12-522(76,4-11=-71/167,5-11=Oil84,7-11=-I 7018.7-10=-2/69,1-12=40/1020 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=251t;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable and zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nommricurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed In accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 7)Design assumes 02(flat orientation)pudins at oc spacing indicated,fastened to truss TC wl2-10d nails. LOAD CASE(S) Standard V OFES D L w ram+ C018IT E - Of CA a@► Job Truss — Tmse Type Qtv Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T600D COMMON 1 1 Job Reference o 'oral nrvemal Truss,Inc.,Fontana, A 92335 ) s ey 29 7 i e uslnea,Inc. Wed Jun 18 16:46:46 age i 2-9-0 5-8-1 10-7-0 15-6-0 21-2-0 22-9-0 2-9-0 2-11-1 4-11-0 4-10-15 "_0 1-7-0 Scale=1:38.6 4x4= Camber=5/16 i 4.00 12 4 2x4 \\ 2x4 3 5 2x4 111 2 12 LO 1 6 u, 7 IT 13 11 10 9 8 14 44= 4x5= 2x4 11 3x4= 3x4— 3X4= 2-9-0 6-9-7 14-4-9 21-2-0 2-9-0 4-0-7 7-7-1 6-9-7 Plate Offsets my):: 6:0-3-6 0-0-2 LOADING(psi SPACING 24-0 CS! DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1,00 TC 0.90 Vert(LL) -0.09 B-10 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.75 Ved(TL) -0.36 10-11 >690 240 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.07 6 nla n/a BCDL 7.0 Code IBC2006JTP12002 (Matrix) Weight:72lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/Na.2 TOP CHORD Structural wood sheathing directly applied or 2-2-40 oc purlins. BOT CHORD 2 X 4 DF-N No.11No.2'Except' BOT CHORD Rigid ceiling directly applied or 9-9-13 oc bracing. 812X4DF-NSS WEBS 2 X 3 SPF Stud'Except' W32X4SPFSid REACTIONS (lb/size) 1=144710-0-9,6=1022/0-3-9 Max Horz 1=-185(LC 13) Max Uplift1=-170(LC 15),6=211(LC 18) Max Grav1=1447(LC 1).6=1152(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2579/481,2-12=-2366/378,3-12=2343/293,3-4=2179/231,45=-2058/221,5-6=-25261478,6-7=/34 BOTCHORD 1-13=533r2250,11-13=-69M50,10.1 1=59122 50,9-10=18/1390,8-9=-18/1390,8-14=(11954,6-14=-418/2037 WEBS 3.10=446/l3,4-10=-161850,4$=0/582,5-0--342/73,2-11=-133/34 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf,BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;and vertical left and right exposed; Lumber DOL=1.33 plats grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other We loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUfPI 1. 6)This truss has been designed for a total drag bad of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,20-2-0 to 21-2-0 for 500.1 pH. 7)In the LOAD CASE(S)section,loads applied to the face of the truss am noted as front(F)or back(B). LOAD CASE(S) Standard Except- 1)Regular.Lumber Increase=1.25,Plate tncrease=1.00 Uniform Loads(plf) Vert:1-2=-008(F=-240),2-12=-188(F=-120),4-12=58,4-7=-08,1-0=14 QRpF ES w r*+ °C (01817 E g OF C p� Job Truss Truss Type my Ply ROSETTA CANYON I IICENTEX/RANEE E-3585 T60OG GABLE 1 1 Job Reference o lional Universal Truss, nc., ontana, 92335 7. 0 s May 29 7 i e n ustnes,Inc. Wed Jun 18 16:46:50 2008 Page 1 -1-7-0 10-7-0 21-2-0 22-M 1-7-0 10-7-0 10-7-0 1-7-0 Scale=1:47.2 44= 2x4 I 8 2x4 11 4.00 12 2x4 Il 7 9 2x4 II 2x4 116 10 2x4 f l 2x4 115 11 2x4 11 2x4 11 4 12 2x4 11 3 13 rn 2 14 rn r�1u u15 6 C. 3x4= 27 26 25 24 23 22 21 20 19 18 17 16 3x4= 2x4 11 2x4 11 2x4 11 2x4 l 15x4= 2x4 1 12x4 11 2x4 11 2x4 11 2x4 11 2x4 11 21-2-0 21-2-0 Plate Offsets KY):: 23:0-2-0 0-0■I LOADING(psf) SPACING 2-" CSl DEFL in (toc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1-00 TC 0.23 Ved(LL) -0,01 15 n/r 180 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0,12 Vert(TL) -0.01 15 n/r 80 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 20 n/a nla BCDL 7.0 Code IBC2006fTP12002 (Matrix) Weight:81 lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.t/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF-N No.11No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2=277121-2-0,14=277J21-2-0,21=96/21-2-0,15=29121-2-0,17=2421-2-0,1 8=1 2521-2-0,19=10821-2-0,20=1 0612 1.2-0,27=291121-2-0,26=24/21-2-0,25=125/21-2-0, 24=1 082 1-2-0,22=106/21-2-0 Max Hoz 2=-43(LC 13) Max Uplift2=212(1-C 15),14=-218(LC 18),16=1(LC 13).17=-t5(LC 13).18=4(LC 18),19=10(LC 13),27=1(LC 12).26=-15(LC 12),25=-1(LC 11),24=10(LC 16),22-2(1-C 11) Max Grav2=447(LC 10),14=47(LC 9),21=96(LC 10),16=293(LC 28),17=24(LC 28),18=125(LC 9).19=108(LC 28),20=108(LC 26),27=293(LC 25),26=24(LC 25),25=125(LC 10), 24=108(LC 25),22=108(LC 27) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0133,23=51 01538,3-0=-3681363,4-5=-2701305,5-6=217247,6-7=-150/190,7-8=40131,8-9=-U124,9-10=1501185,10-11=-217238,11-1 2=270291,12-13=-3661347, 13-14=5801518,14-15=0/33 BOT CHORD 2-27=-495/544,26-27=-306/355,25-26=-237286,24-25=-180229,23-24=-117/166,22.23=ri1/110,21-22=-54/103,20-21=-541103,19-20=-117/166,18-19=-180229,17.18=-237286, 16-17=306/355,14-16=-495/525 WEBS 8.21=-7910.13.16 233/38,12-17-28112,11-18=100/19,10-19=-9120,9-2 0=8911 1,3.27=233f38,4-26=-28/12,5.2 5=1 0 011 9,6-24=-9120,7-22=-89/13 NOTES 1)Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek-Standard Gable End Detail" 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)This buss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSl1TPI 1. 8)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-"to 21-2-0 for 472 plf. LOAD CASE(S) Standard oQRpF ES km Qv F M LAJ r" °C 1[01817 * E - 9 OF C 4� Job Truss Truss Type Qty PIy ROSETTA CANYON 11/CENTEX/RANEE E 3585 T603G1 GABLE 1 1 Job Reference o tional Um russ, nc., ontana, 2335 ) 7. s ay 29 20 7 Mi ek Industnes,Inc. a Jun 1 1 :4 :55 2008 age 1 -1-7-0 5-11-0 11-10-0 13-5-0 1-7-0 5-11-0 5-11-0 1-7-0 Scale=1:25, 2x4 I I 3X4— 5 2X4 11 4.00 12 2x4 f I 4 6 2X4 11 3 7 2 8 9 I� BEARING= BEARING 13 12 11 10 3x4 2X4 11 2X4 11 2X4 11 2x4 11 3X4= 11-10-0 11-10-0 Plate Offsets 5:0-2-0 Ed e LOADING(psf) SPACING 2-M CSI DEFL in (Inc) I/defl tJd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TO 0.35 Vert(LL) -0.03 8-10 >999 360 MT20 197/144 TCDL 1410 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.07 8-10 >999 240 BCLL 0,0 Rep Stress Incr NO W B 0.06 HorzfTL) 0.01 8 n/a n/a BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight:41 lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1JNo.2 TOP CHORD Structural wood sheathing directly applied or 54-8 oc pudins. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 941-12 oa bracing. OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2=59112-6-0,8=591/2f-0 Max Horz 2=30(LC 11) Max Uplifl2=220(LC 15),8=220(1-C 16) Max Grav 2=764(LC 10),8=764(LC 9) FORCES (lb)-Maximum CompressionfMaximum Tension TOP CHORD 1-2=134,2-3=-12751460,3-0=-8 7 211 57,45=-i97147,5{=�97/47,6-7=-8721156,7-8=-1275/460,8-92IX34 BOTCHORD 2-13�392/1145,12-13=-111/835,11-12=D1722,1 0-1 1=-1 001835,8-1 0=-4 2111 1 4 5 WEBS 7-10=90137,6-1 1=011 1 3,3-13=90l37,4-12=01113 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Mi rek'Standard Gable End Detail" 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 14-0 cc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 7)This truss has been designed for a total drag load of 1000lb. Canned truss to resist drag loads along bottom chord from 0-0-0 to 11-10-0 for 84.5 plf. LOAD CASE(S) Standard Q�OE E t.D Q r2r r uw rr C01817 ?Q * E - 9 OF C o� Jot Truss Truss Type oty Ply ROSETTA CANYON IIICENTEX/RANEE E-3585 T603G2 GABLE 1 1 - Job Reference o tional ruversa russ, nc.,Fontana, 92335( 7. a ay 2D07 i e ustrres,Inc. Wed Jun 18 1 :56 2008 Page 1 -1-7-0 5-4-0 111-8-0 1 12-3.0 1-7-0 5-4-0 5-4-0 1-7-0 Scale=1:23.7 4x4= 4.00 12 2x4 II 4 2x4 II 3 5 i I 2 6 Ln Li Li Li 7 I� BEARING BEARING 10 9 8 3x4 2x4 11 2x4 11 2x4 11 3x4 10.M 1 G-B-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TOLL 20.0 Plates Increase 1.00 TC 0.33 Ved(LL) -0.02 2-10 >999 360 MT20 1971144 TCDL 14,0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.04 2-10 >999 240 BCLL 0,0 Rep Stress Inv NO WB 0.11 Horz(L) 0.01 6 n1a rda BCDL 7.0 Code IBC20061TP12002 (Matrix) Weight:37lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1 No.2 TOP CHORD Structural wood sheathing directly applied or 5.7-14 oc purfurs. BOT CHORD 2 X 4 OF-N No.1RJo.2 BOT CHORD Rigid ceiling directly applied or 9-94 oc bracing. OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2=54M-6-0,6=54312-" Max Horz 2=28(LC 4) Max Uplifl2=220(LC 15),6=220(LC 18) Max Grav 2=716(LC 10),6=716(LC 9) FORCES (Ib)-Maximum CompressienJMaximum Tension TOP CHORD 1-2-0J34,2-3=-1 1 6614 5 9,3-4=-7211120,4-5=-7211119,5-6=11661458,6-7=0134 BOT CHORD 2-10=-39211044,9-1 0=-7 51700,8-9=751700,6-8=-4l911044 WEBS 4-9=01190,5-0=751W,3-10=75138 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MrTek"Standard Gable End Detail" 3)This buss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live bads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 1-4-0 oc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 7)This truss has been designed for a total drag load of 1 ODD lb, Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-"for 93.8 plf. LOAD CASE(S) Standard Q�pFES w rn CC C01817 * E - s OF C pQ� Job Truss Truss Type aty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T603G GABLE 1 1 Job Reverence o on sNes,rrw Truss,inc.,Fontana,CA 92335 e a Inc. a Jun 18 16:4&52 2008age -1-7-0 5-0-0 10-M 11-7-0 i 1-7-0 5-" 5-0-0 1-7-0 Scale=1:22. 4x4= 2X4 II 4 2x4 II 4.00 12 5 3 D.j 2 In fi L 7 I'� BEARING BEARING 10 s s 2X4= a4 11 2X4 11 2X4 11 2X4 5-M 10-" 5-" 5-" LOADING(psi) SPACING 2-M CSI DEFL in (ioc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.02 2-10 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 SC 0.34 Ved(TL) -0.05 2.10 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.13 Horz(TL) 0.01 6 n/a n1a BCOL 7.0 Code IBC2006/F`r2002 (Matra) Weight:35lb LUMBER BRACING TOP CHORD 2 X 4 DF-N ND.11No.2 TOP CHORD Structural wood sheathing directly applied or 55-9 oc puffins. BOT CHORD 2 X 4 DF-N No,1/No.2 BOT CHORD Rigid ceiling directly applied or 94-14 oc bracing. WEBS 2 X 3 SPF Stud OTHERS 2 X 3 SPF Stud REACTIONS (lb/size) 2=5 2113-2-0,6=52113-2-0 Max Horz 2=27(LC 11) Max Uplilt2=209(LC 15),6=-209(LC 18) Marc Grav 2=691(LC 10),6=691(LC 9) FORCES (lb)-Maximum CompressiordMaximum Tension TOP CHORD 1-2=0/33,2-0=-1268/491,34=-773197,4-5=773l97,5-0=1268/490,6-7=0733 BOT CHORD 2-10=42811114,9-10=-53f754,8-9=531754,6.8=-4 5311 1 1 4 WEBS 4-9=-121242,55=-W41,3-10=-8W41 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable studs spaced at 14-0 oc. 6)This truss is designed in accordance with the 2006 Intemational Building Code section 2306,1 and referenced standard ANS1fT-PI 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to insist drag loads along bottom chord from 0-"to 10-M for 100.0 pit. LOAD CASE(S) Standard QROF ES 0 v R+ w c'r'r (01817 E - 9 OF C Q� Job Truss Truss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T604A CAL.HIP 2 Job Reference(optional) Univai@ Truss,Inc.,Fontana,CA 92335 ) D7 MTek Industries,Inc. Wed Jun la 16:49:48 2008 Page -1-7-0, 7-11-11 20-0-5 ,_ 28-0-0 r--r— - r 1-7-0 7-11-11 12-0-10 7-11-11 Scale=1:53. Camber=ll 2 i 4x7 4.00 F12 3x8= 4x7 ZZ 3 10 11 4 12 513 N rn 2 — 6 rI 1 Ir', 0 0 47= 9 14 15 8 16 177 4x7= 3x4= 6x7= 3x4= 28-M 28-0-0 Plate Offsets MY):: 2:0-2-2 0-0-2 6:0-2-2 0-0-2 8:0-. Edqel LOADING(psf) SPACING 2-0-0 CSI DER- in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 1.00 Vert(LL) -0.33 8 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(fL) -0.83 8 >402 240 BCLL 0.0 Rep Stress Ina NO W B 0.77 Horz(TL) 0.19 6 n1a We 6CDL 7.0 Code IBC20061TPI2002 (Matrix) Weight:192lb LUMBER BRACING I OP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2 X 4 OF No.1&Btr 0-"cc pudins(3-7-2 max.):35. Except: WEBS 2 X 3 SPF Stud 3-7-0 cc bracing:3-5 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (Ib/size) 6=2793&3-9,2=2921/0.3-9 Max Horz 2=41(LC 3) Max Uplifl6=136(1-C 4),2=178(LC 3) FORCES (b)-Maximum CompmssionlMaximumTension TOP CHORD 1-2=0134,2-3=81771561,3-10=-76821553,10.11=-76821553,4-11=-76821S53,4-12=-7714/570,12-13=-7714/570,5-13=-7714/570,5-6=5193/578 BOT CHORD 2-9=50417726,9-14=-66619729,14-15=666t9729,8-15=56619729,8-16=566/9729,16-17=56619729,7-17=b6619729,6.7=-50017758 WEBS 3-9=011053,4-9=-23621229,45=01318,4-7=-2343r226,5.7=0/1051 NOTES 1)2-piy buss to be connected together with 10d(0.131'xW)nails as follows: Top chords connected as follows.2 X 4-1 row at 0-9-0 cc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 cc. Webs connected as follows:2 X 3-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all pies,except if noted as front(F)or back(6)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph:h=25ft:TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;and vertical left and fight exposed; Lumber DOL=1.33 plate grip DOL=1.06. 5)Provide adequate drainage to prevent water ponding. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live bads. 8)This buss Is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 9)Girder carries hip end with 8-0-0 end setback and tie-in span of 3-M from subgirder. 10)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.00 Untforrn Loads(pK) Vert:1-3�W,3-10={8,11-12=-182,5-13=-68.55=-68,25=34(F=20) Concentrated Loads(b) Vert:10=72513=725 Trapezoidal Loads(plf) Vert:10=-165-to-11=182,12=-182-to-13=-165 Q LU r m cc (01817 'b * E ' 9 0f( OQ` i Job Truss Truss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T604A- CAL.HIP 2 _ Job Reference o Tonal Universal Truss,Inc.,Fontana, 92335(G .1X10 s May 2 7"Tek n u rs stnes.Inc. Jun 18 16:46:59 2008 Page 1 r 7-11-11 20-0-5 28-0-0 r 7-11-11 12-0-10 7-11-11 Scale=1:50.8 Camber=1/2 in 4.00 F12 4x8 3x8= Qx8 2 10 3 11 412 q Lr) N rf I7 0 0 4x7= 8 13 14 7 15 166 4x7= 3x4= 6x7= 3x4= 28-0-0 28-0-0 Plate Offsets MY): 110 2-2 0-0-2 r5:0-2-2 0-0-2 :03-8 Ed e LOADING(psfl SPACING 2-0-0 CSI DEFL in (loc) Mdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 1.00 Vert(LL) -0.33 7 >996 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vart(TL) -0.83 7 >401 240 BOLL 0.0 Rep Stress Incr NO WB 0,76 Horz(TL) 0.19 5 Na Na BCOL 7.0 Code IBC200&TP12002 (Matrix) Weight:188lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.I/No.2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2 X 4 OF No.18Btr 0-0-0 oc pudins(3-7-2 max.):24. Except: WEBS 2 X 3 SPF Stud 3-7-0 oc bracing:24 BOT CHORD Rigid ceiling directly applied or 1G."oc bracing. REACTIONS (lb/size) 1=2 79710-3-9,5=279710-3.9 Max Harz 1=21(LC 3) Max UpliR1=138(LC 3),5=138(LC 4) FORCES (Ib)-Maximum CompressionNandmum Tension TOP CHORD 1-2=-8206/577,2-9=-77271570,9-10=7727/570,3-10=-77271570,3-11=77271570,1 1-1 2=-77271570,4-12=-77271570,45=-8206/577 BOTCHORD 13=520(7771,8-13=-67319748,13-14=-673/9748,7-14=-673/9748,7-15=-07319748,15-16=-073/9748,6-16=-67319748,5-0=-499(7771 WEBS 2.8=0/1054,3.8=-23501229,3.7=01316,3-6=-23501229,4-6=0/1054 NOTES 1)2-pty Muss to be connected together with 10d(0.131'xY)nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows-2 X 4-1 row at 0-9-0 oc. Webs connected as follow:2 X 3-1 row at 0-9-0 oc. 2)Al loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Pry to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design, 4)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL�4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 5)Provide adequate drainage to prevent water pending. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 8)This truss Is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 9)Girder carries hip end with 8-"end setback and tie-in span of 3-0-0 from subgirder. 10)Design assumes 4x2(flat orientation)puriins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=58,2-9=58,10-11-182,4-12=58,45=58,1-5=,34(F=-20) Concentrated Loads(lb) Vert:9=725 12=725 Trapezoidal Loads(pit) Vert:9=-165-to-10=182,11=-1824o-12=-165 QRpf ES O � Q � L °C C01817 * E - 9 OF C p� Job Truss Truss Type Oty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T604B CAL.HIP 2 1 Job Reference o tional niversa Truss,Inc.,Fontana, 5 7. 0 s May 007 MiTek IMuHries,Inc. Jun 18 16:47:00 2008 Page 1 -1-7-0, 9-11-11 18-0-5 28-M 1-7-0 9-11-11 8-0-10 9-11-11 Scale=1:53.8 Camber=3/8 in 4.00 12 4X6 4 7 3x8— 4x6 zzz- 3 2 5 6 2 8 2 0 0 4x6= 11 10 9 4X6 3x4= 5X6= 3x4= 28-M 28-0-0 Plate Offsets X Y: 10:0-M 030 LOADING(psl) SPACING 2-0-0 CSI DFJ7 in (loc) 11defl Ud PLATES GRIP TCl1 20.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.22 10 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.58 Vert(fL) -0.63 10 >532 240 9CLL 0.0 Rep Stress Incr YES WB 0,54 Horz(T-L) 0-15 8 n/a n/a BCDL 7.0 Code IBC2006/TPI2002 (Matrix) Weight:102lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 2-"oc purlins,except BOT CHORD 2 X 4 DF No.18Btr 0-M oc pudins(34-7 max.):3-6. Except: WEBS 2 X 3 SPF Stud 3-4-0 oc bracing:3-6 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 1 Row at midpt 5-11,5-9 REACTIONS (Iblsize) 8=120010-3-9,2-132am-3.9 Max Horz2=35(LC 3) Max Uplift8-44(LC 4),2=-85(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0134,2-3=-3147/131,3-0=-0110,3-12=-29111164,5-12=2911/164,5-13=2944/180,6-1 3=-2 94411 8 0,6-7=-01/0,6-0=-3179/148 BOT CHORD 2-11=-88/2928,10-11=-115/3575,9-10=-11513575,8-9=-90/2960 WEBS 3-1 i=0/452,5.11=-934/61,5-10=0/197,5-9=916/59,6-9=0/452 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable and zone;and vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, 6)This truss is designed in accordance with the 2006 Intematicnal Building Code section 2306.1 and referenced standard ANSIITPI 1. 7)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard QvOf ES O L W M °C (01817 7O * E - 9 OF C p� ,lob Truss Truss ype Qty Pry ROSETTA CANYON II/CENTEX/RANEE E-3585 T604BA CAL.HIP 2 1 Job Reference o iional Universal Truss,Inc.,Frxttarts, 5 GAR) 7.00 s ay 29 2007 MiTek Industnes,Inc. Wed Jun 18 16:47:01 2008 Page , 9-11-11 18-0-5 28-0-0 9-11-11 8-0-10 9-11-11 Scale=1:51.0 Camber=3/8 in 4.00 F12 4x6 3 3x8= 6 4x6 Zz- 2 1 4 5 1 7 N A Icy d o 4x6- 10 9 B 4x6— 3x4= 5X6= 3x4= 28-0-0 28-0-0 Plate Offsets KY: :0.3-0 030 LOADING(psf) SPACING 2-0-0 CSI OEFL in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plates Increase 1,00 TC 0.64 Vert(LL) .0.22 9 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1,25 BC 0.58 Vert(TL) -0.63 9 >529 240 HCLL 0.0 Rep Stress Incr YES W B 0.53 Horz(TL) 0.15 7 We rda BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight:100lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purins,except BOT CHORD 2 X 4 OF No.1&Btr 0-0-0 oc purtins(3-4-3 max.):2-5. Except: WEBS 2 X 3 SPF Stud 34-0 oc bracing:2-5 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10,4-0 REACTIONS (ihfsize) 1=1203/0-3-9,7=1203/0-3-9 Max Herz 1--15(LC 4) Max Uplittl=-04(LC 3),7=44(LC 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3 1 9211 4 7,2-3=b1/0,2-11=29571180,4-11=-2957/180,4-12=-2957/180,5-12=-2957/180,5-0=-61/0,5-7=-3192/147 SOT CHORD 1-10=105/2973,9-10--122/3594,8-9=122Y3594,7-8=-90/2973 WEBS 2-10=0/453,4-10=-923161,4-941195,4-8=-923161,5-8=0/453 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05:85mph;h=25ft;TCDL-8.4psf;BCDL=4.2psf;Category 11;Ecp B;enclosed;MWFRS gable end zone,end vertical left and right exposed; Lumber D0L=1.33 plate grip D0L=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5)This buss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in accordance with the 20W International Building Code section 2306.1 and referenced standard ANSI/TPi 1. 7)Design assumes 4x2(flat orientation)purtins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard Q'IpvES t7 rK+ ry,r rn °C (01817 'P E - 9 .* ax C Q� °b Truss Truss Type Fty Pry ROSETTACANYONIIICENTEX/RANEE E-3585 T604C CAL.HIP 1 Jab Reference o Tonal Universal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29;ewt Mi a ndusMes,Inc. Wed Jun 18 16:47:02 2008 Page 1 -1-7-0, 11 r11-11 16-0-5 28-0-0 r � 1-7-0 11-11-11 4-0-10 11-11-11 Scafe=1:53.7 Camber=1/4 in 4x4 s 4x4 4.00 F12 4 5 3x4= 3x4 3 11 6 It o X8= -It I v ,n 2 2x411 7 LO r�1 IA o d 4x5= 10 9 8 4x5— 3x4 5x4= 3x4— 28-0-0 28-0-0 Plate Offsets NY): 2:0-3-2 0-0-2 4:0-1-8 0-2-0 5:0-1-8 0-2-0 :0-3-2 0-0-2 9:0-2-0 0-3-0 LOADING(psi) SPACING 2-" CSI DER in (1oc) Vdefl Ud PLATES GRIP TCLI 200 Plates Increase 1.00 TC 0,77 Vert(LL) -0.16 9 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.59 Ved(TL) -0,42 9-10 >791 2AQ ACLL 00 Rep Stress Ina YES W B 0.49 Horz(TL) 0.11 7 nla n/a BCDL f.0 Code IBC200&TP12002 (Matrix) Weight:115lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.t/No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-12 cc purlins,except BOT CHORD 2 X 4 OF No.18Btr 0-"cc purlins(5-6-15 max.):4S. WEBS 2 X 3 SPF Stud*Excep' BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. W1 2 X 4 DF-N No.1Mo.2 JOINTS 1 Brace at Jt(s):11,12.13 REACTIONS (lb/size) 7=113210-3-9,2=1261/0-3-9 Max Horz 2=52(LC 3) Max UpIA7=10(LC 4),2=-50(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34,23=2878/13,3,4=1312162,5-0--1313164,6-7=-2911/30,4-0=-1206/62 BOT CHORD 2-10=0/2665,9-1 D=0/2482,8-9==482,7-8=012698 WEBS 3.13=-1467F7,11-13=-1456/9,11-12=-1489128,6-12=-1501127,3-10=0/246,10-11=-113/357,9-11=C/202,8-11=-94/388,6-8=0/246,5-12=0/146,4-13.0/145 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone,end vertical left and sight exposed, Lumber DOL=1.33 p4aie gnp DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10-0 psf bottom chord live load nonconcunant with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/1-PI 1. 7)Design assumes 4x2(flat orientation)punins at cc spacing indicated,fastened to truss TC w/2-10d nails. LOADCASE(S) Standard Q%©f E O W m C01817 OF C ®� Job Truss Truss Type oty Ply ROSETTA CANYON 1110ENTEVRANEE E-3585 T604CA CAL.HIP 2 1 Job Reference o tional niversa Truss,Inc.,Fontana, 335( 7.000 s May 07 MTek I ustnes,Inc. Wed Jun 18 16:47:04 2DO8 Page 1 11-11-11 16-0-5 _ 28-M 11-11-11 4-0-10 11-11-11 Scale=1:50.8 Camber=114 in 4x4% 4x4 4.00 F12 3 4 3X4% 3X4 2 10 1 5 v X8= a 4 I I 1 2X4 II fi o c 4X5 9 8 7 45= 3X4= 5X4= 3X4= 28-U m 28-M Plate Offsets X Y: 1:0-3-2 0-0-2 3:0-1-8 0-2-0 4:0-1-8 0-2-0 6:0-0-2 0-0-2 :0-2-0 0-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.77 Ved(LL) -0.16 8 >999 360 M1120 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.59 VertR) -OA2 8-9 >790 240 BCLL 0.0 Rep Stress Ina YES WB 0.49 Hom(TL) 0.12 6 n/a nla BCDL 7.0 Code IBC2006ITP12002 (Matrix) Weight:113lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins,except BOT CHORD 2 X 4 DF No,I Btr 0.8-0 oc purlins(5-5-14 max.):34. WEBS 2 X 3 SPF Stud'Except* BOT CHORD Rigid ceiling directly applied or 10-"cc bracurg. W 1 2 X 4 DF-N No.1/No.2 JOINTS 1 Brace at Jt(s):10,11,12 REACTIONS (lb/size) 1=113610-3-9,6=113610-3.9 Max Harz 1=33(LC 3) Max Upliftl=10(LC 3),6=10(LC 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-2924l30,2-3=-1313162,4-5=-1 3 1 3164,5-0=-2 92413 0,3 4=-1 2 0 7162 BOT CHORD 1-9=-1 01271 1,8-9=0l2501,7-8=012501,6-7=0127 1 1 WEBS 2-12=1513/24,10-12=-1501/25,10-11=-I 501128,5-11=-I513PT 2-9=012 4 7,9-10=101/385,8-10=01200,7-10=-101/385,5-7=0/247,4-11=0/146,3-12=01146 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCOL=4 2psf;Category II;Exp B;endosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5)This buss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in accordance with the 2006 international Budding Code section 2306.1 and referenced standard ANSVTPI 1. 7)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard Q?Of ES rn °C (01817 'O * E - 9 s�� or C Job Truss Truss Type oty Ply ROSE TTACANYON II/CENTEX/RANEE E-3585 IT604DA COMMON 1 1 _ Job Referenda Lo tional niversal Truss,Inc.,Fontana, 52335 7. s May 7 M7e ustnes,Inc. Wed Jun 18 1 AT. age 1 74-1 11-3-6 14-M , 16-8-10 20-7-15 28-M 29-7-0, 7-4-1 3-115 2-8-10 2-8-10 3-11-5 74-1 1-7-0 Scale=1:50.4 3x4= Camber=7/16 in 4.00 F12 3x4 7:5 4 3x4 zZ- 3 5 2x4 2x4 2 6 N [V n 1 7 A e I� 0 14 11 10 9 15 3x8= 3x4= 45= 3x4= 3x8= 94-0 18-M 28-0-0_ , 94-0 9-4-0 9-4-0 Plate Offsets X Y: 1:0-0-14 0-0-2 4:0-2-0 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.75 Vert(LL) -0.32 7-9 >999 360 MM 197/144 TCDL 14.0 Lumber increase 115 BC 0.58 Vert(rL) -0.62 1-11 >538 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.11 7 n/a n/a BCDL 7.0 Code IBC2006/TP12002 (Matrix) Weight:1081b LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing dirsctly applied or 2.2.0 oc pudins. BOT CHORD 2 X 4 DF No,1&Btr BOT CHORD Rigid ceiling directly applied or 5-5-13 oc bracing. WEBS 2 X 3 SPF Stud'Except' WEBS 1 Row at midpt 35 W1 2 X 6 DF-N No.3 REACTIONS (lb/size) 1=1169/0-3-9,7-129810.3-9 Max Horz 1=511(LC 13) Max Upliftt=553(LC 15),7�593(LC 18) Max Grav 1=1885(LC 10),7=1813(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=444611669,23=3249fl98,34=775/360,4-5=779f364,55=3229fJ86,6-7=4417/1653,7-8=0134 BOT CHORD 1-14=-1 1 4 312 73 1,11-14=-235/2777,1(1.11=149/2204,9-10=-149/2204.9-15=134f1712,7.15=152RG151 WEBS 2-11=570/125,3-11=-11/623,5-9=3/596,6-9=5491i 19,35=-1634/0 NOTES 1)Unbalanced roof live loads have been mnsidered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber 0OL=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 7)This truss has been designed for a total drag load of 3270 lb. Conned truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,27-"to 2841-0 for 1635.0 pU. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B), LOAD CASE(S) Standard Except: 1)Regular:Lumber Increase=125,Plate Increase=1.00 Uniform Loads(plf) Vert:14=58,4-8=-68,147 14 Concentrated Loads(lb) Vert:10=-75(F) oQRpfES w rn CC C01817 7tl * E - 9 OF C pQ� Job Truss Truss Type Gly Ply ROSETTA CANYON 11/CENTEX/RANEE E-3585 T604E COMMON 1 1 Job Reference optional rs r¢vea Truss,Inc.,Fontana, 92335( s y 7 MTek I ustnas,Inc. Wed Jun 18 16:47:07 20 age 1 , -1-7-0 , 14-M 28-" 1-7-0 14-0-0 14-0-0 Scale=1:51.5 3x4= Camber=7/16 in 4.00 F12 3x4 5 3x4 4 6 2x4 3 7 N N u, 2 8 ul o v 4X5= 11 10 9 4x5= 3x4= 4X5= 3x4— 9-4-0 18-8-0 28-0-0 94-0 9-4-0 9.4-0 Plate Offsets 0-3-2 0-0-z 5:0-2-0 Ed a :0-3-2 0.0-z LOADING(paf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1-00 TC 0,71 Veri(LL) -0.32 8-9 >999 360 MT20 197l144 TCDL 14.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.62 8.9 >539 240 BCLL 0.0 Rep Stress Ina YES WB 0.72 Haz(TL) 0,11 8 Iva n/a BCDL 7.0 Code IBC2006fFP12002 (Matrix) Weight:108lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 2.11.2 cc pudins, BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud-Except' WEBS 1 Row at midpt 4-6 W 1 2 X 6 DF-N No.3 REACTIONS (Ib/size) 8=116911139,2=129810-3-9 Max Hors 2=61(LC 3) Max Uplift2=-40(LC 5) FORCES (lb)-Maximum CompressiotVMaximum Tension TOP CHORD 1-2=0Y34,2-0=2855/0,34=253810,4-5---082/40,5-0=-079/38,6-7=2556/0,7-8=2882/14 BOTCHORD 2-11=0/2628,10-11=0/2084,9-10=0f2084,8-9=012657 WEBS 3-11=-531/102,4-11=0/581,6-9=0/608,7-9=-553l109,4-0=-1634/0 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL-8.4psf;BCDL=4.2W,Category II;Exp B;enclosed:MWFRS gable and zone;and vertical left and right exposed; Lumber D0L=1.33 plate grip DOL=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSl1rPI 1. 7)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). LOAD CASE(S) Standard Except 1)Regular.Lumber Increase=1,25,Plate Increase=1.00 Uniform Loads(ptf) Vert:1-5=-68,5.8=-68,2-8=-14 Concentrated Loads(lb) Vert:10=75(F) V�S it w m °C (01817 'O * E - 9 �l9 Up C Jab Tn,ss Truss Type JQ:71Y ROSETTA CANYON II/CENTEX/RANEE E-3585 T605G GABLE 11 , Job Reference o nal n,versal Truss.Inc.,Fontana, 2335(G 7. s ay i e I ustnes,Inc. Wed Jun 18 1 :47:10 2008 Page 1 -1-7-0 , 10-9-8 16-7-0 , 21-7-0 23-2-0, 1-7-0 10-9-8 5-9-8 5-0-0 1-7-0 Scale=1:51. 44= 4.00 12 2x411 8 2x411 2x4 11 7 2x4 I 9 2x4 116 10 3x4 2x4 i 15 2x4 114 11 3 to 2 22 12 U3 M 1 131m BEARING 2x4 2x411 0 24 21 20 19 18 17 16 15 14 25 3x4= 2x4 11 2x4 11 2x4 112x4 11 2x4 11 5x4= 2x4 11 3X4= 2x4 21-7-0 21-7-0 Plate Offsets X 8:0-2-0 0-2-0 11:0-1-0 0-1$ 16:0-2-0 03-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TIC 0.43 Vert(LL) -0.02 14 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.05 12-14 >999 240 BCLL 0.0 Rep Stress Ina NO W B 0.32 Horz(TL) 0.01 12 n1a Na BCOL 7.0 Code IBC2006/TPI2002 (Matrix) Weight:85lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc pudins. BOT CHORD 2 X 4 DF-N No.11No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except WEBS 2 X 4 SPF Std 10-M oc bracing:14-15. OTHERS 2 X 3 SPF Stud JOINTS 1 Brace at Jqs):22 REACTIONS (lb/size) 2=211/11-10-0,16=183/11-10-0,21=293111-10-0,20=23/11-10-0,19=126/11-10-0,18=111/11-10-0,17=37/11-10-0,12=48110-33,1 5=52411 1-1 0-0 Max Horz 2=110(LC 12) Max UplHt2=-222(LC 11),16=-146(LC 2).21=-1(LC 16),20=-15(LC 12),19-4(LC 16),18=-11(LC 15),17-24(LC 26),12--222(LC 18) Max Grav 2=419(LC 27),16=187(LC 10),21=295(LC 9),20=24(LC 25),19-127(LC 9),18=111(LC 10),17=90(LC 27),12=643(LC 9),15=664(LC 2) FORCES (lb)-Maximum CompressionlMaAmum Tension TOP CHORD 1-2=0133,2-3=-5 7417 32,3-4=-344/539,45=-2681478,5-6=-1901416,6-7=-111/349,7-8=-3813 1 2,8-9=0/268,9-10=-63/307,10.11=-2221393,11-12=1042/502,12-13=0134 BOT CHORD 2-24=-644/508,21-24=-235/98,20-21=-2 35198,1 9-2 0=-2 3 5198,18.19=-235/98,17-18=-235/98,16-17-23598,15-16=-235/98,1 4-1 5=-1 51505,1 4-25=-1 5150 5.12-25=-420(704 WEBS 8-16=-415/26,11-14=01182,10-22=-2518,9.23=3314,3-21=-234/39,4-20=-28/12,5-19=-101119,6-18=96/20,7-17=-66150,15-23=-719/49,22-23=-708/48,11-22=-701146 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek'Standard Gable End Detail" 3)This truss has been designed for a 10.0 psf bottom chord live load ronconcurrert with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurerce inspection. 5)Gable studs spaced at 1-4-0 cc. 6)This truss is designed in accordance with the 2006 International Buflding Code section 2306.1 and referenced standard ANSI7rPl 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0.20-7-0 to 21-7-0 for 500.0 pff. LOAD CASE(S) Standard Q4Q�ES ry m °c (01817 * E - 9 OF C p� Job cuss TNSS Type Qty Ply ROSETTA CANYON WEST/CENTEX/RANEE E-3626 T606A MONO TRUSS 1 1 Job Reference o tioal Universal ruse,Inc.,Fontana, 2335(G _ 7, s ay 9 i en usines,Inc. Thu Jun 19 07:26:49 2008 Page -1-7-0 1-7-0 8-0-0 2x4 I Scale=1:22.1 3 Camber=3116 in 4.00 F12 N t` N rn 2 IFI 2x4= 2x4 I I 8-0-0 8-M LOADING(psf) SPACING 2-0-0 CS! DEFL in (loc) Well tJd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.96 Vert(LL) -0.19 24 >499 360 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.56 Vert(CL) 4.38 24 >244 240 BOLL 0.0 Rep Stress Ina YES WB 0.00 Horz(rL) 0.00 4 rda rVa BCDL 7.0 Code IBC2006/rP12002 (Matra) Weight:27lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF-N No.11No.2 REACTIONS (IWsize) 2=451/03-6,4=300/0-3-8 Max Horz 2=87(LC 4) Max UpIiR2=-47(t,C 3),4=-10(LC 5) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0/34,23=-75/61,34=-246/42 BOTCHORD 24--15M9 NOTES 1)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other We loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1, LOADCASE(S) Standard QROFES O LU r" W rT7 °C (01817 7O * E ' 9 19" • �`Q, OF C 0� Job Truss Truss Type Qty Ply ROSETTA CANYON WEST/CENTEX/RANEE E-3626 T606AG GABLE 1 1 , Job Reference o tional nroersal Truss,Inc.,Fontana, 2335(GAR) s May 29 9007 Mi ek 1n usNes, nc. a un 1 7: 7:21 2008 Pape 1 -1-7-0 1-7-0 8-0-0 2x4 I I Scale=1:22.1 2x4 11 fi 4.00 F12 2x4 it 5 2x4 11 4 3 N_ CS f` N Ln 2 ii Li U FULL BEARING TRUSS 2X4— 2x4 11 2X4 11 a(4 11 2x4 11 8-" 8-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.01 1 n/r 180 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.18 Vert(R) -0.01 1 n/r 80 BCLL 0.0 Rep Stress Ina YES WB 0.07 Horz(TL) 0.01 7 n/a nfa BCDL 15.0 Code IBC2006/TPt2002 (Matrix) Weight:30lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1No.2 TOP CHORD Structural wood sheathing directly applied or 5.11-15 oc pudins, except end HOT CHORD 2 X 4 DF-N No.11No.2 verticals. WEBS 2 X 4 SPF Std BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. OTHERS 2 X 3 SPF Stud REACTIONS (IbIsize) 2-30018.0-0,7=41218-0-0.10=362/8-M,9=1818-0-0,8056/8-0-0 Max Herz 2=138(LC 14) Max UpliR2=371(1-C 11),7=-4(LC 14),10=-2(LC 16).9=-17(LC 12).8=-5(LC 15) Max Grav 2=633(LC 10).7=43(LC 9),10=365(LC 9),9=19(LC 9),8=157(LC 10) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0133,2-3=1080/1016,3.4=5431507,4-5=342/337,5-6=-1691166,6-7=32f7 BOT CHORD 2-11=-742f746,10-11=-042/446,9-10=-412/446,8-9=.t421446.8-12=-0421446.7.12=-261/205 WEBS 3.10-232r4Q 4-9=-32/13,5-8=101120 NOTES 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 2)This buss has been designed for a 10.0 psi bottom chord live load nonconcuffent with any other Trve bads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-M to 1-",7-M to 8-M for 500.0 plf. LOAD CASE(S) Standard Q�O�ES _ O � Q � w m Or C pQ� Job truss Truss Type Oty Ply ROSETTA CANYON WESTICENTEX/RANEE E-3626 T606B MONO TRUSS 1 1 Job Reference o tion ms Unrvea Truss,Inc„Fontana, 335(G 7. s May 29 7 MiTekal ustnas,Inc. TW Jun 19 7: 1 -1-7-0 7-0-0 8-0-0 1-7-0 7-" 1-M 44= 2x4 11 Scale=1:21. 4 5 Zx4 11 4.00 F12 3 CV N u7 2 9 10 7 2x4 2x4 11 2x4 11 2X4 11 5-3-8 8-0-0 5-3-8 2-8-8 LOADING(psf) SPACING 24)-0 CS I DEFL In (loc) Well L/d PLATES GRIP TCtL 20.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.01 2$ >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0115 2$ >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.01 6 n/a We BCDL 15.0 Code IBC2006/TP12002 (Matra) Weight:30lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 5-113 oc pudins, except end verticals BOT CHORD 2 X 4 DF-N No. 1/No.2 ,and 0-"oc pudins(6-M rnax.):4-5. WEBS 2 X 4 SPF Sid BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 2=362/0.3$,6=360103$,8=554103$ ( 3 BEARINGS y JOINTS 1 Brace atJt(s):5 Max Horz 2=115(LC 13) Max Uplift2=373(LC 11),6=-45(LC 14),8=-16(LC 11) Max Grav 2=676(LC 10),6=360(LC 1),8=554(LC 1) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0134,2-3=10551981,3-0=3811347,5$=-174128,4-5=-91/97 BOT CHORD 2-9=-996/9%,8-9=-569/571,8-10=5691571,7-10=569/552,6-7=3214 3 WEBS 4-7=-213135,3$=-3%56 NOTES 1)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category II;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1,06. 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 6)This truss has been designed for a total drag bad of 1000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0.6-0-0 to 7-M for 500,0 plf. 7)Design assumes 4x2(fiat orientation)pudins at cc spacing indicated,fastened to truss TC w/2-10d nails. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as from(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate increase=1.00 Uniform Loads(ptf) Vert:2$=-30,1-0=$8,4.5=-68 Concentrated Loads(lb) Vert:4=-400(F) Q�OF ES � Q' ran u+.r r" °C C01817 �O 1k E ' 9 pF C 4� Jab Truss Truss Type Oty Ply ROSETTA CANYON WESTICENTEXIRANEE E-3626 T606C MONO TRUSS 1 1 Job Reference o nal Uni ersa russ,Inc., ontana, 5(GAR) 7. s May 29 7 MTek ustnes,Inc u Jun 19 07: 2008 age 7-0-0 8-0-0 7-0-0 4x4— 2x4 11 Scale=1:21.3 3 4 4-00 12 2x4 II 2 u, N N 1 8 9 6 a4— 2x4 11 2x4 11 2x4 11 5-3-8 i 8-0-0 5-3-8 2-8-8 LOADING(psi) SPACING 2-" CSI DEFL in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.01 1-7 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.31 Ven(TL) -0,05 1-7 >999 240 BCLL 0.0 Rep Stresslncr NO WB 0.05 Horz(TL) 0.01 5 We Na BCDL 150 Code IBC2006/TPl2D02 (Matrix) Weight:28lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc pudins, except end BOT CHORD 2 X 4 DF-N No.1/No.2 verticals,and 0-0-0 oc pudins(6-0-0 max.):3-4. WEBS 2 X 4 SPF Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s):4 REACTIONS (lb/size) 1=211/0-M.5=343103-8.7=602M-3-6 ( 3 BEARINGS } Max Horz 1=108(LC 13) Max Uplift1-323(LC 11).5�45(1-C 14),7=-03(LC 11) Max Grav 1=525(LC 10),5=343(LC 1),7=602(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1055f979,2.3=-379J346,4-5=1 67125,3-4=91195 BOT CHORD 1-8=-997/10D0,7$=-5691573,7-9=569157 3,6-9=569/548,5-6=-32/38 WEBS 3-6=-212135,2-7=380164 NOTES 1)Wind:ASCE 7-05;SSmph;h=25ft;TCDL=8.4psf;BCDL-4.2psf;Category ll;Etp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber 1301-=1.33 plate grip DOL=1.06. 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live bads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 International Building Cade section 2306.1 and referenced standard ANSVfPI 1. 6)This truss has been designed for a total drag bad of 1000 lb. Connect thus to resist drag loads along bottom chord from 0-0-0 to 1-0-0,6-0-0 to 7-0-0 for 500.0 ptf. 7)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8)- LOAD CASE(S) Standard Except: 1)Regular.Lumber Incmase=1.25,Plate Increase=1.00 Uniform Loads(ptf) Vert:1-5=-30,1-3=-08,3.4=-68 Concentrated Loads(lb) Vert:3=-400(F) QROFES Q w m °C {01817 * E - 9 0f C OQ` Job Truss Truss Type Qty Ply ROSETTA CANYON IUCENTEX/RANEE E-3585 T606CG GABLE 5 1 Job Reference o tional UniversalTruss,IqC.,Fontana,CA 92335(GAR) 7.000 s May 29 2 07 MTek Industries,Inc. ed Jun 18 16:47:16 2 Page 1 -1-7-0 5-0-0 6-0-0 1-7-0 5-0-0 1-0-0 Scale=1:18.5 4x4=3x7.5 MT16 11 Camber=1/16 in 5 2x4 I I 4 4.00 12 3 n Co 2Ll �. 9 8 7 2x4= 2x4 11 2x4 11 3x4 11 0 6-0-0 04-6 5-7-10 Plate Offsets MY):: 5:0-38 Ed e LOADING(psf) SPACING 2-" CSI DEFL in (loc) Ildefl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.02 2-0 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.08 2.8 >818 240 MT16 1521158 BCLL 0.0 Rep Stress incr NO WB 0,04 Horz(FL) 0.00 6 n/a n1a BCDL 15.0 Code IBC20061TP12002 (Matrix) Weight:23lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/1402 TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc purlins, except end verticals, BOT CHORD 2 X 4 DF-N NO•IM0.2 and 6-0-0 oc max:4-5. WEBS 2 X 4 DF-N No.1/14o.2 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. OTHERS 2 X 3 SPF Stud-Except- JOINTS 1 Brace at Jt(s):5 ST22X4SPFStd REACTIONS (Ibisize) 6=601/0-3-8,2=47910-3-8 Max Horz 2=229(LC 14) Max UpM6=47(LC 12),2--076(LC 11) MaxGrav8=601(LC 1),2=747(LC 10) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=0/34,2-3=1207/955,3-4-4 4 8130 8,5-0=-224/25,45=-270/117 BOT CHORD 2-9=-759/917,8-9=-3321490,7-8=-3321490,6-7=-299/452 WEBS 3-8=-25172,4-7=277134 NOTES 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Mi7ek"Standard Gable End Detail' 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live lead nommncurrent with any other live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Gable studs spaced at 1-4-0 oc. 7)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/CPI 1. 8)This truss has been designed for a total drag bad of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,5-"to 6 0-0 for 500.0 pif. 9)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w12-10d nails. 10)In the LOAD CASES)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASES) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase-1.00 Uniform Loads(pfi Vert:2-0=-30,1-4=-68,4-5=-68 Concentrated Loads(lb) Vert:4=400(F) Q�RpFES (0181 � m W E ` g r7 C pR Job Truss Tn',Type jQty �Pty ROSETTA CANYON IIICENTEVRANEE E-3585 T606D MONO TRUSS 5 1 Job Reference o tional nlvemal Truss,Inc.,Fontana,CA 233 ((GAR) 7.000 s May 29 2007 Mi7ek industries,Inc. Thu Jun 19 07 :17 2008 Page 1 7-0 _l 5-0-0 6-0-0 1-7-0 5-0-0 1-0-0 Scale=1:18.5 44= Camber=1116 i 3x7.5 MT16 I I 3 4 4.00 12 ao 7 6 2X4= 2x4 f 1 3x4 11 6-0-0 6-0-0 Plate Offsets X Y: (:0 j-8 Ed e LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.02 2-6 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.08 2-0 >807 240 MT16 1521158 BCLL 0.0 Rep Stress Ina NO W B 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 15.0 Code IBC2006/TPI2002 (Matrix) Weight:22lb LUMBER BRACING TOP 01ORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals, BOT CHORD 2 X 4 DF-N No.11No.2 and 6-0-0 oc max:3-0. WEBS 2 X 4 DF-N No.I/No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, W1 2 X 4 SPF Std JOINTS 1 Brace at Jt(s):4 REACTIONS (lb/size) 2=479/0-3-8,5=60110-3-8 Max Harz 2=59(LC 4) Max UpIR2=49(LC 3),5=-0(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension tOP CHORD 1-2-0134,2-3--37015,4-5=21M.34=-269/10 BOT CHORD 2-0=-5/296,5-6--21270 WEBS 3-0=-001153 NOTES 1)Wind:ASCE 7-05;85mph;h=2511;TCDL=8,4psf;BCDL=4.2psf;Category tl;Fxp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate gnp DOL=1.06. 2)Provide adequate drainage to prevent water pending. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this mass is chosen in;quality assurance inspection. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7)Design assumes 4x2(flat orientation)purtins at oc spacing indicated,fastened to truss TC w/2-10d nails. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard Except: 1)Regular.Lumber Ineroase=1.25,Plate Increase=1.00 Uniform Loads(ptf) Vert:2-5=-30,1-3=68,34=-08 Corcentrated Loads(lb) Vert:3=-400(F) Of C Job Truss Truss Type aty Ply ROSETTA CANYON II/CENTEVRANEE - E-3585 T606DC MONO TRUSS 5 1 Job Reference c tonal Jn.vsmal Truss,Inc.,Fontana,CA 92335(GAR) 7.000 s May 29 2007 Mi a ndustries,Inc. Thu Jun 19 7:35:29 2008 age 1 1-7-0 5-0-0 1-0-0 Scale=1:18.5 4x4= 3x7.5 MT16 11 Camber=1/16 in 3 4 4.00 F12 u� ob 2 Ll Li 2x4 2x4 11 3x4 11 0-4 6 6-0-0 0-4-6 5-7-10 Plate Offsets X Y: 4:0-3-0 Ed e LOADING(pst) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.02 2-6 >999 360 MT20 1971144 TCOL 14.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.08 2-0 >807 240 MT16 1521158 BCLL 0.0 Rep Stress Ina NO WB 0.04 Horz(TL) 0.00 5 n1a n/a BCDL 15.0 Code IBC2006ITP12002 (Matrix) Weight:22lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.VNo.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, BOT CHORD 2 X 4 DF-N No.1/No.2 and 6-0-0 oc max:34. WEBS 2 X 4 DF-N No.1/No.2'ExcepC BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. W 1 2 X 4 SPF Std JOINTS 1 Brace at Ji(s):4 REACTIONS (Itdsize) 5=60110-3-8,2=479/03-8 Max Herz 2=59(LC 4) Max UpliR5=31(LC 3),2=-49(LC 3) FORCES (lb)-Maximum CompresNon/Maximum Tension TOP CHORD 1.2--".2-3=37015,4.5=212/0,3-0=-269/10 SOT CHORD 24=51296,5 6=2/270 WEBS 3-6=-301153 NOTES 1)Wind:ASCE 7-05;85mph;h=25ft;TCDL-8.4psf;BCDL=4.2psf;Category 11;Exp 8;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurront with any other live loads. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in accordance with the 2D06 international Building Code section 2306.1 and referenced standard ANSIITPI 1. 7)Design assumes 42(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOADCASE(S) Standard Except 1)Regular Lumber Increase=1.25,Plate Increase-1.00 Uniform Loads(plf) Vert:2-5=-30,1.3=-68,3-4=-68 Concentrated Loads(lb) Vert:3=400(F) oQ�if ES ra.r rr+ "` C01817 E - 9 Of CA 4� Job Truss Truss Type Qty P�'j ROSETTA CANYON II/CENTEX/RANEE E-3585 T60i GABLE 5 Job Reference(optional) Universal Truss,Inc.,Fontana,CA 92335 ) s ay 29 2007 MiTek I ustries, nc. Wed Jun 18 :47:19 2008 Pagel 1-7-0 5-0-0 6-0-0 r � 1-7-0 5-0-0 1-0-0 Scale=1:18.5 4x4= Camber=1116 in 3x7.5 MT16 I I 2x4 11 4 5 4.00 FIT 3 Xj co 2 9 8 7 2x4= 2x4 11 a4 I I 3x4 l I 6-0.0 { 6-0-0 Plate Offsets X Y: S:D 3 B Ed e LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0A2 2-8 >999 360 126 M 197M44 TCDL 14.0 Lumber Increase 1.25 BC 0.66 Vert(rl) -0.08 2.8 >818 240 MT16 152J158 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 1 6 1 1 BCDL 15.0 Code IB02006lrP12002 (Matrix) Weigh1:23lb LUMBER BRACING TOP CHORD 2 X 4 Di No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc pudins, except end verticals, ROT CHORD 2 X 4 1 No.t/No.2 and 6-0-0 oc max:4-5. WEBS 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 3 SPF Stud'ExcepV JOINTS 1 Brace at Jt(s):5 ST2 2 X 4 SPF Sid REACTIONS (Ibisize) 2=479/0-3-0,6�601/0.3-0 Max Horz 2-229(114) Max UO R2=376(LC 11),6-47(1 12) Max Grav2=747(LC 10),6=601(LC 1) FORCES (lb)-Maximum CompressionlMaldmum Tensian TOP CHORD 1-2=0/34,2-3=1207l955,3-0=-448/308,5-0=-224125,4-5--270/117 BOT CHORD 2-9=-759f917,8-9=-332/490,7-8=-332/49D,6-7=-2991452 WEBS 3-8--25172,4-7=-277/34 NOTES 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 2)Provide adequate drainage to prevent water bonding. 3)This truss has been designed for a 10.0 1 bottom chord live load nonconcurrani with any other live bads. 4)Ari plates are MT20 plates unless otherwise indicated. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Gable studs spaced at 1-4-0 cc, 7)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 8)This truss has been designed for a total drag bad of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-"to 1-M,5-0-0 to 6-0-0 for 500.01 9)Design assumes 4x2(flat orientation)pudins at oc spacing ind+rated,fastened to truss TC w/2-10d nails. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or bark(B), LOADCASE(S) Standard Except: 1)Regular.Lumber 1125,Plate Increase=1.00 Uniform Loads(ptf) Vert:2-0=30,1-4=-68,4-5=-68 Concentrated Loads(Ib) Vert:4=400(F) OQ%Of E." �u rn C01817 E - 9 OF ob �T606E Irusslype Qty Ply ROSETTACANYONII/CENTEX/RANEE E-3585 MONO TRUSS 5 1 Job Reference(optional) nwersal cuss,Inc.,Fontana,CA 9233E(GAR) 7.000 s May 29 2007 MiTak Industries,Inc. Wed Jun 18 16:47:20 2008 Page 1 -1-7-0 4-0-0 6-0-0 1-7-0 4-0-0 2-0-0 4x4= Scale=1:15. 2x4 117 2x4 11 4 4.DO 12 3 h f� 2 1 7 2x4 11 2x4— 2x4 11 2x4 11 3-3-8 6-0-0 3-3-8 2-8-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.00 2-8 >999 360 luf n 1971144 TCDL 14.0 Lumber Increase 1.25 BC 024 Vert(TL) -0.01 7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 6 nla nla BCDL 15.0 Code IBC2006ITP12002 (Matrbk) Weight:22lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1BJc.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals, BOT CHORD 2 X 4 DF-N No.11No.2 and 6-0-0 oc max:4-5. WEBS 2 X 4 SPF Sid BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. ( ) 3 BEARINGS � JOINTS 1 Brace atJt(s):5 REACTIONSIblsize 2=30510-3�,6=26010�-8,8=51510-0-0 Max Horz 2-49(LC 4) Max UpIM2=-55(LC 3),6=-7(LC 3) FORCES (lb)-Maximum Compression/Maximum Tensior TOP CHORD 1-2=0134,2-3=-16014,3.4=-193113,5.6=-145/13,45=-99l13 BOT CHORD 2 8-111119,7 8=-111119,6 7=10P99 WEBS 4-7=-189/13,3-0=-312l22 NOTES 1)Wind:ASCE 7-05;85mph;h-25ft;TCDL=8Apsf;BCDL=4.2psf;Category II;Ekp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006International Building Code section 2306.1 and referenced standard ANS11fPl 1, 6)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w12-10d nails. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOADCASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1,00 Uniform Loads(plf) Vert:2-6=-30,1-0=-68,45=-68 Concentrated Loads(Ib) Vert:4=400(F) ®Qgp�ES �r t01817 ' E - 9 Or c p4 Jab Toss Truss Type aty �7RI)SETTACANYONII/CENTEX/RANEE E-3585 TfiD6EC MONO TRUSS 5 Reference o ti I Universal Truss,Inc.,Fontana,CA 92335(GAR) TWO s May 29 2007 MiTek Industnes,Inc. Wed Jun 18 16:47: 1 2008 Page 1 -1-7-0 4-0-0 6-0-0 1-7-0 4-0-0 2-0-0 4x4= Scale=1:15.7 2x4 11 2x4 11 4 4.00 12 3 u� 2 1IX 7 2x4 11 2x4= 2x4 11 2x4 11 1OA-61 -- -- 3_3-8 6-0-0 0-4-0 2-11-2 2-8-8 LOADING(pSf) SPACING 2-M CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 2010 Plates Increase 1.00 TC 0.40 Vert(ILL) -0.00 2-8 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.01 7 >999 240 HCLL 0.0 Rep Stress Incr NO W B 0.04 Horz(T L) 0.00 6 rda Na BCDL 15.0 Code IBC2006lTP12002 (Matrix) Weight:22lb LUA R BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOT CHORD 2 X 4 DF-N No.11No.2 and 6-U oc max:4-5. WEBS 2 X 4 SPF Slid BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. JOINTS 1 Brace at Jt(s):5 REACTIONS (Itusize) 6-26010-3-8,8=51 510-3-8,2=30510-3-8 3 BEARINGS Max Horz 2=49(LC 4) Max Uplift6=-7(LC 3),2=55(LC 3) FORCES (Ih)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34,2-3=160/4,3-4=-193/13,5-6-145113,45=-99.f 13 ROT CHORD 2.8=411119,7-0=-1 11119,6.7=40199 WEBS 4-7=-189/13,3-8-312122 NOTES 1)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Design assumes 4x2(flat orientation)pudins at oc spacing indicated,fastened to truss TC w/2-10d nails. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Un'rfomn Loads(ptf) Vert:2-0=30,1-4-58,4-5-58 Concentrated Loads(lb) Vert:4=-000¢) Q40f E (01811' >k E OF CA 44 [jot) TrJss _ — T uss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE • F-3585 T606F MONO TRUSS 5 1 Job Reference O tional lhiversa r�ss,Inc.,Fontana,CA 92335(G i. - 7.000 s May 29 2 07 i e Industnes,Inc. Wed Jun 18 16AT22 2008 age 1 r— 4-0-0 6-0-0 4-0-0 2-0-0 4x4= 2(4 I Scale=1:15.2 4.00 F12 2x4 I 3 2 r` r; Ll 1 4- 8 6 9 2x4 11 2x4 II 2x4 11 3-3-8 6-0-0 3-3-8 2-M LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates increase 1.00 TC 0.37 Vert(LL) -0.00 1-7 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 125 BC 0.22 Ved(TL) -0.01 6 >999 240 BCIL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 5 n/a We BCDL 15.0 Code fBC2006/TPI2002 (Matrix) Weight:20lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticels, BOT CHORD 2 X 4 DF-N No.1No.2 and 6-0-0 oc max:3-4. WEBS 2 X 4 SPF Slid BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. J011YTS REACTIONS (lb/size) 1=135/0-3-8,5=24510-3-8,7=580/03-8 3 BEARINGS 1 Brace at Jt(s):4 Max Horz 1=138(LC 14) Max Uplifll=-321(LC 11).5=68(LC 14).7=-56(LC 12) Max Gravi=49(LC 10),5=245(LC 1).7=580(LC 1) FORCES (ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1009/937,23=4691415,4-5=137133,3 4=-2 8 2127 0 BOT CHORD 1-8=-811/813,7-0=-3841397,6-7=3841397,&9=-3881400,5-9=-59/109 WEBS 3-0=-1 91163,2-7=-343152 NOTES 1)Wind;ASCE 7-M 85mph;h=2511;TCDL=8.4psf;BCDL=4.2psf;Category ll;Exp B.enclosed;MWFRS gabie end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.06. 2)Provide adequate drainage to prevent water pending. 3)This truss has been designed for a 10.0 psf bottom chard live load ronconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006International Building Cade section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,5-0-0 to 6-0-0 for 500.0 pif. 7)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOADCASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(plf) Vert:1-5=-30,13=-68,34=-08 Concentrated Loads(lb) Vert:3=400(F) oQV,OV ES ►a,t rn (01817 E - Oir C 0� ---------------------- Job Truss Tress Typa - OlY P1Y ROSE TTA CANYON 11/CENTEX/RANEE - E-3585 T606FC MONO TRUSS 5 1 Job Reference o 'onal Universal Truss,Inc-.Fontana,CA 7.000 s May 29 20 7 h ek ustries,Inc. Wed Jun 18 16:4724 2008 Page 4-0-0 6-0-0 4-0-0 2-0-0 4x4= 2x4 11 Seale=1:15.2 4,00[12 2x4 13 2 Li Lj NAVNIJ 8 6 9 2x4 11 2x4— 2x4 I 2A 11 0-4-6 3-3-8 6-0-0 0-4-6 2.11-2 2-M FTCLOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP LL 20.0 Plates Increase 1.00 TC 0.37 Ved(LL) -0.00 1-7 >999 360 NMO 1971144 TCDL 14.0 Lumber Increase 1.25 BC 0.49 Vert(m) -0.01 6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.05 Ha Afrl-) 0.00 5 n/a Na BCDL 15.0 Code IBC20061TP12002 (Matrix) Weight:201b LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins, except end verticals, BOT CHORD 2 X 4 DF-N No.1Mo.2 and"-0 oc max:3-4. WEBS 2 X 4 SPF Bid BOT CHORD Rigid ceiling directly applied or 6-0�O oc bracing. REACTIONS (lb/size) 5=245/03-8,7=580/0-3-8,1=135M-3-8 3 BEARINGS } JOINTS 1 Brace atJt(s):4 Max Horz 1=138(LC 14) Max Uplift5=58(LC 14),7=56(LC 12),1=-321(LC 11) Max Grav 5=245(LC 1),7-580(LC 1),1=449(LC 10) FORCES (lb)-Maximtm Compression/Maximum Tension TOP CHORD 1-2=-10091937,23=-469/415,4-5=137/33,3.4=-2 8212 7 0 BOT CHORD 1-0=-811/813,7-8=384/397,6-7=-3841397,6-9=3881400,5-9=S91109 WEBS 3-0=-191163,2-7=-343/52 NOTES 1)Wind:ASCE 7-05;85mph;h=25ft;TCDL 8.4psf;BCDL=4.2psf,Category 11;Exp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL-1.06. 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 pelf bottom chord live bad nonconcument with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, 5)This truss is designed in accordance with the 2006 Intemational Building Cade section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a total drag load of 1000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0.5-0-0 to 6-0-0 for 500.0 pit. 7)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=1.00 Uniform Loads(pli) Vert:1-5=30,1-3=-68,3-4=-68 Concentrated Loads(lb) Vert:3=400(F) w m (01817 " E OF(AR i Job Tn SS —Tn-Ss Type Qty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T607A COMMON 1 1 Job Reference o tional Universal russ,Inc.,Fcrra ayna,CA 92335(GAR) 7A00 s M 29 2007 MITek Industries,Inc. Jun 18 1fi:47:25 201J8 age 1 5-9-0 11.6-0 13-1-0 1-7-0 5-9-0 5-9-0 1-7-0 Scale=1:25.1 44= 3 4.00 12 2 LO 4 5 I 7 6 8 3x4— 2x4 11 3x4= 5-9-0 11-6-0 5-9-0 5.9-0 LOADM(psf) SPACING 2-M CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.02 2-6 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.06 2-6 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.12 Horz(TL) 0.92 4 n/a r/a BCDL 7.0 Code ISC2006/1-M2002 (Matra) Weight:37lb LUMBER BRACING TOP CHORD 2 X 4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purtins. BOT CHORD 2 X 4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 9-7-4 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 2=58010-3-8,4=580/0�3-6 MaxHorz2=150(1-C 12) Max Uplift2=211(LC 15).4=-211(LC 18) Max Grav2=749(LC 10).4=749(LC 9) FORCES pb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34,2-3=-1346/477,3-4=13441475,4-5=0134 BOT CHORD 2-7=-290/922,6-7=-101787,6-8=101787,4-8=-437/1041 WEBS 3-6=012 1 7 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;h=25ft;TCDL=8.4psf;BCDL=4.2psf;Category 11;Ecp B;enclosed;MWFRS gable end zone;end vertical left and right exposed; Lumber D0L=1.33 plate grip D0L=1.06. 3)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)This truss is designed in accordance with the 2006 international Building Code section 2306.1 and referenced standard AN8I7rPl 1. 6)7Ns truss has been designed for a total drag load of 10001b. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,10-0-0 to 11.E-0 for 500.0 pH. LOAD CASE4S) Standard o4RaF fs w rn C01817 'd E OF CA Q� Job Truss Truss Type Oty Ply ROSETTA CANYON II/CENTEX/RANEE E-3585 T607AG GABLE 1 1 Job Reference o tion8l Universal Truss,Inc., Dntana,CA 9 335(GAR) .000 s May 29 2007 MiTek In usines,Inc. Wed Jun 18 6:47:27 2008 Page -1-7-0 5-9-0 11-6-0 13-1-0 1-7-0 5-9-0 5-9-0 1-7-0 Scale=1:28.1 3x4= 2x4 11 214 11 4.00 F12 2x411 4 5 6 2X411 3 7 u> 2 8 n & 9 �o 14 13 12 11 10 15 3x4= 3x4= 2x4 11 2x4 11 2x4 11 2x4 11 11-6-0 11-6-0 Plate Offsets(X,Y): f5:0-2-0,Edgel LOADING(psf) I SPACING 2-M Cst DEFL in (loc) Udefl L(d PLATES GRIP 7CLL 20.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.03 2-13 >999 360 MT20 1971144 TCDL 14.0 Lumber Increase 1,25 BC 0.31 Vert(fL) -0.08 2-13 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.07 Horz(TL) 0,02 8 rda n1a BCDL 7.0 Code IB0200611P12002 (Matra) Weight:40It) LUMBER BRACING TOP CHORD 2 X 4 DF-N No.11No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins. BOT CHORD 2 X 4 DF-N No.1/No,2 BOT CHORD Rigid ceiling directly applied of 9-7-3 oc bracing. OTHERS 2 X 3 SPF Stud REAC11ONS (Iblsize) 2=580A)-3-8,8=58IK038 Max Herz 2=150(LC 13) Max Uplift2=-213(LC 15),8=-213(LC 18) Max Gr-av 2=752(LC 10).8=752(LC 9) FORCES (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-2=:W34,2-3=1334f476,3-4=918t149,4-5=727135,5-8=-726130,6-7--9171147,7-8=-13331475,8-9=0134 BOTCHORD 2-14=-1011089,13-14=-101781,12-13=-1(k81,11-12=-101781,10-11=-101781,10-15=-10I781,8-15=-437/1208 WEBS 7-10=-93138,6-11=0/123,3-13-93138,4-12=0/123 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),we MiTek"Standard Gable End Detail" 3)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Court Method when this truss is chosen few qual'dy assurance inspection. 5)Gable studs spaced at 1.4-0 oc. 6)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI1fPl 1. 7)This truss has been designed for a total drag load of 1000 lb. Conned truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0,10-"to 11-"for 500.0 ptf. LOAD CASE(S) Standard Q�OFE L" rn C01817 E " 9 OF C 9 12 4x4 0 2x4I 4x4 II 2x4 11 -- -- _ _t 2x4 I w, ^, VARIES _ `~ j 4x4 II 4x4 9 ` i t 1 1 1 I ; •� i i it 2x4 0 4x4 II 2x4 II 4x4 11 4x4 4x4 11 2x4 11 ? 12 2x4 It .t_r,._-._._._._._._._._ V �, TJ t 4x411 1 r•' I i . 1 i F ! 1 r 4x4 a 4x4 I �a(i 11a 4x4 11, -•t`t i � i �;� I I '• i i + a I LJ --------------- 2x4 11 4x40 2x4I 4x4 It LOADING (psf) MINIMUM GRADE LUMBER SPACING 2-0-0 LL DL TOP CHORD 2 X3 DF-N Stud Plates Increase 1.00 TC 20 14 BOT CHORD 2 X 3 DF-N Stud Lumber tncrease 1.25 BC 0 10 WEBS 2 X 3 SPF Stud Rep Stress Iner NO NOTES 1) These truss profiles have been designed for a total drag bad of 1000#. r t^ 2) Plates assume MT20(20 gauge).[See size at joint above] si`k 3) Plates must be installed on each side of Joint,symmetrically. 4) design assumes panels are being connected in a series and not acting independently. � C018175 :0 CA Universal Truss,Inc. P.O.Box 57a, v.,Foa,rw A92 TRUE S� A -F A.M TD-1 8375 Sultana Av.,1=oMena CA 92335 Tel:(909)823-9500 Fax: (909)823-6780 2 x 2 MEMBERS PROVIDE 3 x MEM$ER U.N.O.IN TABLE ,r' IF PANELS BREAK ----- ,�-� -------- tF� f •err JJ/ cm -fs-------------ti;--------' 24" MAX i a • WOOD STRUCTURAL PANEL PER TABLE / , 24" MAX STAPLE SPACING (1)8d NAIL TYP. WOOD .�.._....._. , ... ._ STRUCTURAL PANEL 6"o/c 4"o/c 3"o/c 2"o/c 3/8"STRUCTURAL I 155 PLF 235 PLF 315 PLF 400 PLF WITH STAPLES 318"DOC PSI& 140 PLF 210 PLF 280 PLF 360 PLF PS2 w/STAPLES 3/8"DOC PSI & 200 PLF 300 PLF 390 PLF 510 PLF PS2 w/6d NAILS 5/8"(19132") DOC PSI &PS2 185 PLF 280 PLF 375 PLF 475 PLF WITH STAPLES NOTES It 1) 1-3/4" 16 GAUGE STAPLES AT 518"(19/32)WOOD STRUCTURAL PANELS, a � 2) 1-1/2" 16 GAUGE STAPLES AT 3/8"WOOD STRUCTURAL PANELS. 4 cs+ 3) MINIMUM 2 x 2 MEMBERS. ce 4) INSTALL WITH CROWNS PARALLEL TO THE LONG DIMENSION OF FRAMING MEMBER. 5) 3 x MINIMUM MEMBERS AT ADJACENT PANEL EDGES FOR 2"o/c STAPLES. f, 6) STAPLES TO HAVE A 7/16"MINIMUM CROWN. 7) FOR SPF LUMBER MULTIPLY TABLE VALUES BY 0.82 FOR STAPLES AND 0.92 FOR NAILS. Universal Truss,Inc, T��2 P.O.Box 578,Fontana,CA 92334 PLYWOOD SHEAR-FRAME 8375 Sultana Av.,Fontana CA 92335 j� Tel (909)623-9500 Fax: (909)823.6780 , I f ) i K I NOTES- 1. ROOF LIVE LOAD -f DEAD L.OAD 32 PSF. 2X4 OR 2X6 VALLEY RAFTERS W/(3) i 6d NAILS- — 2 VALLEY RAFTER5 TO BE MIN. 2X4 DDUC-1-111 #2 F1F SPANS NOT TO E7CM) 71(oa TOE MAIL TO RIDGE BOARD(TYP.) 3. ALL NAILING PER U.B.G 97 DOEPT AS NDTFD. 1� ' 4. PROVIDE SOLID BLACKING BETWEEN TRUSSES TO SUPPORT RIDGE IF NECESSARY 5. ALL. POST&PURL)N MA71MIAL.S TO BE PROVIDED BY OTHERS. / 2X6#2 DFL RIDGE BOARD (2X8 NOT REQ"D FOR 2X6 RAFTERS) T-0' HAX. k 2X4 SCAB ON IF RAFTER \ BEARS ON TOP'CHORD AND IS 2'-0" OR \ GREATER FROM THE PANEL POINT ' (3)16d NAIL --- TOP & BOTrOIV > - 2X4 POST TO PURLIN UNDER RAFTER AT 8'-0" (OVER 3 TRUSSES MIN.) (3) 16d NAILS TO BEARING 5 B BY OTHERS a�WIDTH NAILER 2X4 POST TO BEARING, ,,y o �, o GABLE END OR GIRDER (TYP.) . 2X FULL. BEARING WIDTH MAILER o n R o �� o BY OTHERS - W/(2)16d NAILS.PER TRUSS BELOW � < �� z y o IUNT'V';ERSAL TRTTSS, XNC 3375 AULTANA AYE.MUM,CA 92333 STANDARD DETAILS FILL DETML m.-oe—sae DI TJWIVERSAL TRUSS, INC 3375 SULTANA AV&IONTANA,CA M2 S _WEB BRACING RECOMMENDATIONS MAY MUM WEB FORCE (lbs.) x—BUCE 24"O.C. 48"O.C. 72" O.C. SAY SIZis ` BRACING MATERLAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL, TYPE A B -r D A B C D C D 10`—a' 4600* 4600* 4600 6900* 1344 4soo* 46()Q* 6900* 4034 6352 it-0' 3942* 3942* 3942* �691k* 1344 3942* .Z4-2* 5914* 3942* 591+* 14'-0` 3450:�' 3450* 345b* 5175* 1344 3450* 3450* 5175* 3450* 5175y` 3088 mm* 3065* '4600* 1344 3066* 3069* 46o0',N 3066* 4600* 181-0, 2760* 2760 2760* 4140* 1344 2760* 2760* 4140* 2760* 4140* ZO'—T 2sas* 2509* 2509 3763* 1344 2509* 2509 2509'� 3763 ` *CONTROLLED BY CONNECTION m GENERAL NOTES TYPE , BRACING MA trer 1. x-a UM9 IS MWRM 10 7nt►WER M CUUWZrve LATUM BRACE FORCE KM WE CETM DAPMAM THE SPPFG"1S TO BE DMGHED BY A QUAL WWO qgogoDW BASEO ON WWL BRACE CARRMO zz OF TtM WM F0F= _ 11ATM AL A �� 3 X UUSr B$EWE S»AHD aMs OR BEI CEA.AS M.LATEPAl,f3R/SE 1 X 4 �2 SRB (0F, kiF, SPF} AND BftAiL BE DWALLED Dr SLM A WARM'DW Q WEB un+sERS AT 43 D Am muu BE Rq=AT EACH END AND VM TRVSp. :�-ttld CORWH 1BJ11F HAD L (3-166 KMS MR,M 4. 7o TRUSS.Mi,TWO 16d COWOH HARE HA4S QM E 16d B 2 X .3 $3, sfO, CONST (SPF, OF, HF, OR SYP) IO AND 9HOULn ovDaAP AT tEAST ONE TFUM SPACE D FOR &ET.Aan �F M AND DISMIAMOH CnNSuLT C 2 X 4 3, STD, GONST (SPF, .OF, HF, ,OR SYP) {{� g1� Mt DXACM0tp FOR T pPLgEE E wo wGNq m>ORAnr,MMMK IL W779. 7. SSE SEFFAA, MOM ENLy1lESOM FOR DE= OF WE13 UEUSER D Z•X 6 J3 OR 8Ef1 (SPF, OF, HF, OR SYP) 6. THE tad RAO 1ID SHOULD BE 33 LOHG AND ILIUZ M DMEM-4 IN ACC=lWC$ wrra xos taa7 �o QQUFESS/o* R C01817 Exp.6- RAc�iN `f�qr C! Mk7FR1AL F OF CAVW i 6d NAILS (SEE NOTES 4 & 8) TRUSS WEB MBASERS X--BRACING b4ATERLkL BRACONG DETARL LATERAL BRACE MAY BE REPLACED WITH (L) OR (T) BRACE AS SHOWN. a �(d,�IVAItS H CJC 2X4 wee ?aOFESSIO* m `r C0181 Exp.6-3 -0 s� cry 9rF OF-CA Ur4l V"]ERSAL 'TRUSS, INC sH�fii 1375 SULTANA AVE.PONTAHA,CA 92336 - STANDARD DETAILS 17 NONE Jun 28,2000 Ar . A Ll.. RFTER O pRQFESS/pN [; ? -- N.VL COMMO TRUS y ��QP C018 5 JACK TO HIP Cf -- - - CONNECTION 9JF Q� �J �F AL1F� B S A HIP CC)NNEOTI N DET IL_ t�L �e�'�/'d�' AT COMMON TRUSS MIDGE i fi W/Inds' �n.0 C���cuR HIP TRUBH HiP GlROC-R 2K2 ' Pc A-rEb m_ SECTION BB SECTION ALA R EC D BY DRE.4SC)�G IF yJo vNTJEC7'IONS AS REQ'D UU e6s BLOCK 1 plpa'P aOMMON - � TRlil.13 G. C ' H/V1C� •F4 2YA RhFTERC MEOCKI NIS Dr=TAlL IMMIGRE III` RAFTERS UG MOT MEET A7 III` FLYGR� SH.pa BLOCK RIDGE / as LOCK �aLD&^ gg H!P 7RU3a SECTION $E ��- UNIVERSAL TRUSS, INC sHMT 957G SULTAHA AV¢.FQrAHA,CA 97]75 STANDARD DETAILS ® o,.... 1107JF un 20,2400 P-O-Box 579.Fontana,CA,97334 8375 Sultana Avenue,Fontana,CA.92335 Tel:(909)W-9500 Fax:(909)923-6780 ITT to U mversal Truss, Inc. �.2 taaJMak� Y�A4i�1. '-�kfb tali Lr Pact STANDARD DETAII. ! 6%1 YvIcT �Pue4 ALT DETAIL !— 2 aR LOADING (PSF) M[[N MUM GRADE OF LUMBER L D TOP CHORD:2*4 No. 1 91 DF-L TOP 16 .14 BOT CHORD:2*4 No. 1 91 DF-L BOTT 0 10 WEBS :2*4 STANDARD 91 DF-L STR.INC.:LUMB=1.25 PLATE= 1.25 — SPACING:24.0 in.o;c. REP=rVE STRESSES NOT USED NO.OF MEMBERS= 1 PLATES ARE MJITX M20.196,147 MANUFACTURED FROM ASTM A 446 GRD A GALVANE?ED STEEL(EXCEPT AS SHOWN) FLATS MAST BE INSTALLED ON HACH PACE OF JOINT,SYMMETRICALLY(EXCPPT AS SHOWN)DESIGN CONFORMS WITH NDS SPECS,UBC-IC80,TPI-9I THIS DESIGN IS FOR TRUSS FABRICATION ONLY.FOR I'Ei MANENT AND TEMPORARY BRACING(WHICH IS ALWAYS REQD)CONSULT BLDG ARCHYI'E(-T OR ENGINEER V%UFESS/0, H. TYPICAL MP RAFTER DETAIL Exp. 305 . Manufactured Trusses and Building Componen sl 9rFOF CAOF , ::.,....-., .,..,,.,.._� ...- -.-,..rsf.-s-_.a..::r.-:a:.:-..:lcc.:�a�x-nacu�-.+rns.yarn+awe..ins,.�.aarecWwsan..n•.: •„x�rwwnu..Ke,,..;.-•r_ ,_,._._...... ....._._—_._ 'p Dolt /&Db ESI NFREXQI.JIRED T.C. (MAXIMUM) _sa GTHr= TENSION OF TOP CHORD. (MAXIMUM) .TZAFrF,1Z C>`iL.�otsa TN f rAU ED SEPA.TZ A TI�y —HIP GIRDER ! BRG. WALL 2eOe1 $fOrl (MAXIMUM) NOTE:N. SIZE yy L pl �:C:=+ L5 aPo�DE PITCH MAX �OT CI-IORp:O/a2- 41112 r /vorB; 20 MAI E6 06Cd s'o"(MAX) Fors 5Pq,-j6 LF_SS.'F947J -7f-6 r -lo - .21011 41011 SrOle T re 2rQ" ^X1. Y ' i I G�R-[OP =4 WEDGE As PERTF2URS D LC?N .MAY 1tQ.wtitL BRCS. WALL .. FESS10, O.H. $1Qra , N. lo(VARIES (MAXIMUM) cc E)ETAI�L� FOR COMMON AND ENIP ACKS . �t CD181 5 V97 ... . Exp.&- 0- HIP RAFTER BASED ON U.B.C. CODE (TABLE 23-1 V LP c1 9 � TF OF CALIF 1 UN.I VERSAL TRUSS, INC sti�c Y.'s BLLTANA AM FaRTANA,CA 12516 STANDARD DETAILSis m I V N Y Qrtl•G' BEE DBTAILA coMMON TRUSS s ROER' P 0 OER iLA D HIP RAFTER Idd NTTAIL T- OF PLAID VIEW JActs TO HIP _O N N EC"1TI O N pp���� P IPpEb - 2X`, HIP P-NIFTER JAC6C'�OP DOW r CAiOK TOp CFS Ci2D 2X4 WEOGE ff3 c 4M BRG WALL-GFiO12 DRO-WALL BR6.WALL HIP F:ZAF—rER SIOE.JACIG ExtD .1AC6£ i 2)W LEDD ��K 17lZXd �O Qp,OfESS/py�l IM Mill H. C0181 SE.`4 e HIP SI V ISOMETRIC VIE p s o o .. - /V .ALL CpNT•IFLT70ND pgoUIREO AE PER UAc ' UNIVERSAL TRUSS, INC SHE O?S 43ULTARA AVE.FONTANA,CA 9=5 STANDARD DETAILS ��RN((J.� L I ' au NORf Jun 20,2Q00 . S STANDARD GABLE END DETAIL,, . All ST A N pNEpAREU GT►IIJriI CFFICF WIND SPEED 7B MPH, MEAN WALL HEIGHT 15 FT. 1 )er,D X DIAGONAL OR L-BRACING TRUSSES AT 29' Q.C. REFER ,TO TABLE BELOW A rlo o��5TA W-L i/2' PLYWOOD'SHEATHING 4X4 ' 12 2X3 TYP, --Z::Q VARIES-TO COMMON TRUSS NDT6 TOP CH&D MAY BE NDTCHED P-3' MAX,FOR 2X3 OR 2XI INSTALLED FLATWISE 8 32' o•c ON GABLE ENO WITH VERTICAL R 16' 2X4 LATERAL A A RAQUIIRQEQ S C- 3X5 Z I END WALL Et / ¢ FURRING STRIP OR LATH CONT. SEARING. j �Li• ,AyfCfaI �: . 3X6 SPL. OPT, 10 SPAN TO MATCH COMMON TRUSS, TYPICAL 2X4 L-BRACE NAILED TO LATERAL BRACING NAILI4C SCHEOULE• 2X4 VERTICALS W/Bd MAILS, B' O.C. kVERTTEIGHT, 9 NAIL AT B ENDVERTICAL. STUD 7`0' 2 - I$d'_6,- 4 -. 16d SECTION A•-A. MAXIMUM VERTICAL STUDS HEIGHT, SPACiIgG OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L-BRACE 12 INCH Q.C. 5-7-2 • 14-3-12 10-4-1# ' 16 INCH O.C. 5-I-6 12-4-12 9-5-8 i0-1 7 24 INCH NOTE: 3FURNISH COPY OF THIS DRAWING,TO CONTRACTOR LVERT. HAD BEEN CHECK® FOR 70 'MPH WIND LOAD, FOR BRACING INSTALLATION. MEAN WALL H9IGHT OF 15 1)M CHORD V2#0 CABLE END EFL T 4•BRACR� SHOWN IS FOR INDIVIDUAL TRUSS ONLY, 2,CONXECTIOH BETWEEN BOTTOM CHORD OF GA CONSULT BLDG. ARCH17MCT ENGINEER FOR TRUSS AND WALL TO BE PROVIDED 8Y PROJECT EHGI1i��fi TEMPORARY AND PERMA _WCIHG OF ROOF SYSTB•t OR ARCHITECT, MINIM G RADE OF' LUMBER RafES$Ipy9 UM T.C. 2X-1 Na.I sI OF-L CRITERIA 2X4 go,[.S I DF-L y Webs 2X4 .: STUD OF-L. UBC-87 j_ A7 2 ` :. C01817 LOADING L(PSF)0 STR. INCR. 157 Exp.6-3 - TOP 2S . 10 DRAWN BY. JB `5 cry BOTTOM 0. 113 CHECKED BY . JAI SPACING, 21 Inch O.C. REP. STRESS -YES TF pF CAL1F�� S l � I -17 qr I I I l I Pico ali .a QROFESSIOk 5 C01817 EXP.6-3 _0 i yJ C! F OF AL1 UNIVERSAL 'I"RYJSS,' INC IE7S SULTANA AVE.FONTANA,CA 02335 /i 6T Z s....o. .�..� STANDARD DETAILS Df Node gun zo•2oao cW i12" n lYc °�tac i i STRUCTURAL FILL TRUSS DETAIL 'TlE lN'1'O Fi��C.O�QM'flicJQSG• .a 4 NOTE: CONTINUOUSLY SUPPORTED GABLE ENDS' WITH MAXWUM'200 PLF DRAG LOAD DO NOT REQUIRE NAILER. CJVERHM(3 TRUSS 0PACiNlG3 (S EAVE PROFESS/p'�'9 H, �_ l OUTRIGGER NOTCH 1DETAJL C018 5 Exp.6 0 �gTF'OF CAUF�) UNIVERSAL TRUSS, INC. SH)wr AV5 GULTAHA AM FONTANA.CA 92335 STANDARD DETAILS FllOF14 .lun 2ti,2apo " `�`,���\IP. ,..T[`'L►�. .+PgTr\.u. +.�p,?r.�., q.��"tlt�'., .P" "r4r. .'�Nn T/I•r,, .nr r,.�r1 .9 Tr�'1/►+r., .a,r lA her, ..d r,l p, ,r�qd nr, ,w�.I TA'hq , ...ar tul p*7P. d . •`//e�7 � •�4 / !�\'rt1 rlr�I �1' 4 r •i\ a } //' { } '•t\ 4 //" a 4 'tit' ./5... '•i\ 4 { /I' "ry y :\ c /%q ••(J� 7j 1\.\:L• �'�� 1+ i .ff 1 P �t'rl.Il �/% 41 'I I-�',1�F If% tj,..I tt nSi .-'., t'gl.•/r,��.,.I�`�`y•1'/%f,t .r�"�r'� ,�{1 J', / \�. I� .\\1 ' ({1�;:// \�\�I I�r� \r��`��i� 1 Ji `..c� li.J \� i ,., ` l�r •\ II l�r �1`!i� \\� J(/ '.�4 !r['. 1� I\\*I 1 l.+r��� C Cl/!u + /ly `�\I/:' %/'+.��\ /„' \.,.!{{ % ���� i/•: `1;`'�./I +\ 1!/.1/.' \-'.+\II 1��\ r/•: \;. ` 1I- \�\(� ,//.: �'.+, 1/.�,.I>t;/�% w ..�. �, w`•�I �, •.,� �. �> �J�: w .,,111 ;:> w`;�1 wn.•�i rr wC'o� f C I n ��� �1+ , �!(, f �. 1W .► l� 1 1� 1-f, 111 1 1' C1.!f l!f' '`1 ?� \1+.;� 1 / '`. • C '` 1 r;. 1 [ 1 C �11J' C:;rrjl�' ` '� �. A QUALITY OL iNSPECTION AGENCY approved by the • •'NAL ACCREDITATION1n % CONTINENTAL INSPEMON AGENCY Verifies that: UNIVERSAL TRUSS, INC. 8375 SULTANA FONTANA, CALIFORNIA �yr '_yam 15 SUPERVISED UNDER OUR CERTIFIED QUALITY CONTROL PROGRAM. Production is evaluated and audited under the 2.00.7 California Building Code.-Inspections.are performed bya qualified inspector on a regular basis in-plant and routinely at destinations. r jiffCONTINENTAL INSPECTIONr - CONTINENTALPost Office �\�: INSPECTION �1► .- ��'r:• I,.. 'f\1 /lil, H" ".ih1'.� = i 31 /, . . ,•... \ j/off •AIL./r++ ::/�• .i r \ I r 1 `� \.� •//1' �:\•` f;.l �� `ti /i II ,. ., _ LJ/iJr C \ [ '��1 +\ i • l614�, .+. ���\\ .f`�\:• ./../ I \\+ r:i � i.,/, �\.� / � ;�/ `:�. 41,114�:U,���1� 7i��It �i I f 1\\\ ��! �, n J1/4�11', .1�+ \ //�• 4 \� /.��1 \\,.� ► ` \,� / y l `I �\ r f y`e�1// .4 `�� ..1,, . �i,"` .�\. .•<4 ��`!1, ��. .,!(�,(3 �� �14 �11� .!(� ,y�i�. yl4l`. 1,�4,�1 y!(�y7 \�,,G':f �•�✓!.•4,: �•.( 'J�,� / �, '1 1►`,�``��Val .�.q1d.•. .rtl�►.• ,r�l .r+�i.�q►��.• u,�p.fd, a'a7fJrleP•• •J.lra'�' •.�\+►+\. ri.l•�l d'' rail +' �ql �n•1. 1T� li1. t J .b,d••' ,1,1 .U.. laJr II„.U\•- r, All trusses are cambered for dead load deflection. • Lumber species used In manufacturing of trusses may be one of the following.- 1. Douglas Fir Larch DFL 2. Spruce pine flu SPF Please refer to 1997 NDS TABLE 4A. Design loads for trusses are as shown on Truss Engineering Drawings. Those loads should be reviewed by Project ArchitectifEnglneer for adequacy. Additional loading If required should be provided to!Universal Truss,Inc.In wriflnB a minimum of 5 days prior to fabrication. Otherwise will be deemed acceptable. If trusses are required to transfer any shear loads,those toads must be provided to Universal Truss,Inc.In order for them lobe Included In the design of the trusses,a mintmum of 5 days prior to fabrication. Bracing and cross bridging Is not provided as part of truss package,however It Is the responsibility of framing Contractor to adequately brace trusses per recommended Bracing Detalls. Additional bracing may be required to ellminate uneven deflection of trusses vs.adjacent trusses or walls. Adequacy of truss members to receive diaphragm nailing Is to be decided by Project ArchltectUEnginaer.-If fabricator is not notified In writing a minimum of 5 days prior,to fabrication that certain trusses or truss members need to be changed or modiflad,they Wit be deemed acceptable as presented.- Truss configuration(s)and lumber size(s)/grade(s)may vary to accommodate availability of lumber at time of fabrication. Due to occasional bowing of lumber used in bottom chord of trusses,It Is acceptable to level such unevenness by shaving up to''A Inch without adversely affecting of truss design. Handling&Ere on —Miscellaneous Infomlatlon Bracing Informatlon Connector ardware Lumber careless handMg o dampements s a➢not Trite darta choral an a bribmFon 65=11 X1 47 Ionizing opeolvad is lorYragn—q— Camtectar a es am manufactured In Lumbar must ear a grade ma men -be perm!ted. Tomporary and pemreneni Is dhe property of universal Truss,Inc.and Is Indlyduat web members and must be eeaordancv with TFI. approved tnapaegon bureau and must he of - bmGng for held'ng component plumb and for not to be Copled In whole of In pad o-used Insbf.cd, plotas must be utsta%zi on both faces of the size and species shown and equal to or rasinng lateral forces chAl be designed end for unauthorized exp'oltouon of the Items Web braces where required are to be the hrmber with both fu Vembedded. better than the grade spodFled. Installed by adhere. No loads are to be d'scOs d hare'n or In any Other way equaGyspaced along web length. Rotes rrwst be of the size, gauge and - appiled to the connponsnt. msdosed or used for furnishing Unto,. don Chord members are assumed to be laterally capacity shovm. Care must be cwe=Td to In3ell to others. - . restredhed by sheath!ng, p0ins or calling eamponent at propar bearing pents, right The use of Vs component sha] be matede!s. - _ sldo up,and proper6y braced.Read all notes spooNed by the designer of the campleta Restm!m of lateral bracing and aadlbonal Deslan Criteria _ hereon and.obtaln any d",n assrslanco stiuctura, bracing far the overall structure Is to be - _ - e design an a mo.gna o sp o ore Ind!Calod. 061a1n ell necessary coda COnlpllenGfa, provided b the da_:I nar of the complete - - I - - Vnlvareal Truss, Inc.exercises no control y g - n slan of Nos AITC a conformity with the latest - end OCcepla no responsWIty to., the of the�mmp a e n!njchrm ba ore ust g this ebucture. revision orNDs,AirC and TPI. f rfeadon. hand!!ng, s"snt and mmpccenl. Insta IBL'on of components. -If the design d!erta Usted above does not - meet local bulldhg code raqubements.00 - - - NOT tI5E TH16 0FES IGN, _ - Man this drawing Is clgned and sealed, - universal Truss,Inc.Is approNng only the - structural design of tho basis of data - - proNded by the cusnamer and shown an this - - dmwing. - - IMPORTANT: READ ALL NOTES ON THIS DRAWING! 1( OF LAKE ELSINORE �; •fw INNOVATIVE St'RUCTUR L V � I LD I N G DIv`S 1 70 Technology Drive,Suite 204 Murrieta,CA 92563 ENGINEERING "Quatiry'wirh Value" P: (95I� 600-0032 F: (95I) 600-0036 August 6, 2008 To: Mark Kohler AP P EV E Centex Homes Q�pEES From: Shane Lothrop Shawn Lothrop, P.E. No.c 069 m Exp. 110 ?0 Project: F&J at Rosetta Canyon H sTgT v I �`P Centex Homes Tract 25477— Lake Elsinore, CA ISE Project Number: 08-I I07 Sheet: I of 2 Re: Non-Bearing Truss Clip detail I5/SD3 Structural plan detail I5/SD3 has been revised to specify STCT truss clips per Centex Homes CORE staridards at all interior non-bearing wall locations. Refer to attached detail I5/SD3 for further information. If you have any further questions,please contact our office. APPROVED FOR PEHIJIT ISSUANCE SCOTT FAZEKAS & ASSOCIATES, INC. BY 6 DATE These plans have been reviewed for adherence to the applicable codes and ordinance. Authorization is hereby granted to issue a building permit pending approval by all applicable City agencies. The issuance or granting of a permit based on approval of these plans shall not be construed to permit or approve any violation of the applicable codes or ordinance. No permit presumed to give authority to violate or cancel the provisions of such codes shall be valid. 1 � 1 BOTTOM OF TRUS SPACE AT TOP PLATE TO BOTTOM OF TRU55 Ix4 PLATE OVER 2x4 PLATE N/ STCT CLIP AT 48" o% 2x4 BLOCKING AT 48" o% vi/ (2) Ibd SHORT NAILS AT EACH END BOTTOM OF TRU55 I/8" SPACE AT TOP PLATE TO W70 55 0 pFE ° OT Fti Ix4 PLATE OVER 2x4 PLATE rq/ STCT CLIP AT io 48" o% � cNt uF� NON=BEAR N6 MLL TRUSS/JOIST G I F SCALE: N.T.S. 7YF515.DWG • • • • INNOVATIVE < � �chnology Drive,Suite 204 STRUCTURAL Mnrrieta,CA 92563 • I tr,"JTY �� ��� �� P: (95I) 600-0032 "Quality wit/ �N F: (95I) 600-0036 July 18, 2008 mERMI To: Erich Ax$om Scott Fazekas & Associates Lake Els- gency, 0 8 1 ROV• From: Shane Lothrop un) ti>° T • Shawn Lothrop, P.E. 66069 E_ /30/i0 Project: F&J at Rosetta Canyon II sir cl y l • Centex Homes OF c Tract 25477 — Lake Elsinore, CA SFA PC Number: 60-08 ISE Project Number: 08-I I07 APPROVED FOR PERMIT ISSUANCE • Sheet: I of 8 SCOTT FAZEKAS &ASSOCIATES, INC. ® By A_li� DATE —/3-- Re: Structural Plan Check Response 71 -: d� glE s have been reviewed for adherence to the appli a�el codes and ordinance. Authorization is • hereby granted to issue a building permit pending The following is a response to the structural'plail checlZP('6'FPe{'ctiSkit2mg'p'tepared by Erich Axsom with Scott Fazekas & Associates oT1hJulyS!ILIa,n2008r Mlacoructibm taelciltcbd-wd -on anprr•val of•these plans shall not be construed to • structural plans were clouded under the Delta I< revis on p I-� 11 +�� �NN�ove any violation of the applicable codes or ordinance. No permit presumed to give • authority to violate or cancel the provisions of such Corrections: codes shall be valid. • I5.Refer to all Main Foundation Sheets. Soils Report Table C-2 has been added to all main foundation sheets providing expansion information for each lot as requested. • 16.Approved roof trusses have been provided with this resubmittal package as requested. 17.Sheet SD I. Detail I2/SDI has been voided from the structural plans. • 18.Sheet SD 1. The I" diameter J-bolts in detail I4/SD I have been replaced by Simpson SBI" x 30" anchor bolts per your request. I9.Sheet SD5. Detail 2/SD5 has been revised to coordinate with the architectural handrail • & guardrail details as requested. Calculations have been added to this plan check response justifying the connection details. Note: All main foundation details on sheet SDI have been revised for mono-pour lots with a "Low" expansion index. The dowel spacing at this condition has been reduced to 48 • • • • INNOVATIVE 29970 Technolog Drive,Suite 204 STRUCTURAL Murrieta,CA 92563 ENGINEERING P: (95I) 600-0032 "Qua!»v with Value" F: (95I) 600-0036 o.c. as opposed to 18" o.c. at a 2-pour system. Refer to the revised details on sheet SDI for further clarification. s If you have any further questions, please contact our office. r • =2�at I e.€� �-A GT!ter,• C • 1 _4xs NMML PosT 1 (To 1 S t S A-T FE K p c"�,j D t c AT I t STR AT a,•O.c"P",fiX -T� c)a, • - __1 • NT1 NOTCH POST FOR s: t @@ rr r RIM GOwzCE10 S ii7L 2251 R=TIAININ1 L r�- . MiK .25 . Cl)IV x 4•rDS SCR-=-=w � MM.AS SkOUN POST AT I-JOIST T$6 FLAB_ — ~TO RIM u/2°SR x 3/I61 TO i3LOr^K AT pA? ir'K PLA#c wA5LERS. cl.�tTrcrL I-JOIST � �% • I�`RIM JOIST �� - =� .;IICAL I-F-R PER PLAN TV5D4. 0 To POST 'VLff_m;M Oct]JRS (j t01 t� F'i"cW9 ELK'G AT cACiI r r PIPE a NEMEL POST I J 1 . AT I-JOIST FTRST BAY CU x 4`5Ps SCFEW I v WHMIZ I-JOIST PARALL—=L AT I-JOIST Tt3 FL4NC= TO STUD WALL.S0;P,-V I AT PARALL^L f J015T~ • TO Rt•i to/(3).ROIUS CONDI T IOi L EXTENT Cr_ !R`x 4`SC>5 SCRaS STAIN RAILING-. F.N.FLOOR TO BLOCK • l� " `� Scams G�IzCI�v • Wo Ps-( s� • �aLS t �P�Gt�t�. i� @rI e�w L-E rt@p Y •• �tt�c�1 . moo,@ . • NEWEL POST or_i_fAX It�Tz • U_ NOTct1 POST �� RI-4-1 cGm.Cc,rail l J . ML223"IZ=n-lA NG j/� D U. POST MP-j . 215 /•� (7)I':"DI^J-C i—M f\ - l ,a o L1 n dh (U to x 4•SD5 5vZZ1i — s f B.AS 54OUK P05T j i t ` f� AT I-JOIST TEH P_4NGc TO Rli f tLV 21160.x 3/(6" • TO 9LoCY.AT PArZ"LL L �IJ{ 6 - Tk--PLA E WAS:f_RS. CONDITIOhI- II =4 M1 JOIST • I-J0I AT A � tl r tcAL r cr2 i rR PLAt�I R �� I/SD4. 16d's SLK'C-TO l f i POST l 14E- 2_OCCUR J . FL 6 AT.=AG.W SIM OF N.%I_L POST AT I-JO(ST FIR5T BAY N 14'x 4"SIDS SCIREU! t!A-f--RF f-JOIST PARALLEL .AT i-JOIST TeB-FLM_== TO SnD WALL 5C,?wU AT PARALL=L I-JOIST TO RIN a,/(3)RODS CONDITION-FXr=NT A= U�"x 4"5D5 SCRSJ5 STAIR RAILIW-. • • • • - �- - o. i�co -- a,moo, i�� • - 2r35• s-. t • 7TI , • OF L.L �.i�tC' NO'I t T� •�T 4s'ot_MAX Ul • p7. = • Q L NOTU OS i PPOIR — • t z211 L ,�IArnasr a 1-C-�I L�(;>?L • I54V 2?� 51 (1)y'x 4"SDS SCR W ?5 S IO A: I-JOIST TEB FLANGE TO RIM e/"<°5G7 xEN 3/ 16" • TO 3LOG<AT P47ZF ALLE'L �r TH<PLATE UJASF:ERRS_ GCNJiTIObC • d I,•RIMJOIST I-Jor AN �/� ,q 115D4. L PER J f D p PR CLAN � � _ _ b5D4_ - . _ . / Y 31 16 's B TO d LK'G- f R t POST etc OCCURS r • 134" BLK'G-AT EAC" SIDE OF r•EUML r'105T !11 R� AT I-JOIST FIRST BA'r SD5 CREEEU • WH_Etom I-JOIST PARALL AT f-JOIST F TO STUD WALL.DUI AT PARZ4LLEL I-JO15T TO TRIM w/(3)ROWS CONDMOK EX&-_-W OF • y'x 4'Si:*SCF•,ULS STAIR RARIN=. • tt Wf_'EDC-'�s,W --- C?F • TEFz • Pt 4z--- t_A tFr_ • Ir • Lo � Eft ti(vt I `� ._n/'t C�E���f�•T" `2 8r� • ® • . ��-i 1..,t�-GT[ter� 4�.flr.� f�-f f�;/� �p �rj t��Cam. • • � S S�eve-i tJ���L � .� i • I �.zroa� CL'Y�-K j`��D�G� S�C1Tl�:�� _ v aL k) • I E ac, AT0-bB`O.G_MAX. • NOTCH POST FOR �• [r r� L Y �Y dM GC.N.`icGTIDN O "K 2,25`FalAlhlINS . POSTMJK JAA (4f) IHDFH_ 235' iV 1 • M3.AS SHO�'.N FOST cl) x q"SCS SG,-cIU ._; TO rclM c/2°SC1 x 3/I6" AT!-JOIST FE3 BAN a- I IK PLATE WASHERS- �/ {�� . TO SLOCK AT r-ARALL=L � i n • 1 Vas`RIM JOIST • (JOIST A (p Tr—. 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Cw r�uS 2 to �V • • f • I, f • i � I • i i IS [ INNOVATIVE 29970 Technology Drive, Suite 204 STRUCTURAL Murrieta, CA 92563 ENGINEERING Phone: (951) 600-0032 Fax: (951) 600-0036 • • • • Structural Calculations for.- Fox & Jacobs at Rosetta Canyon Il • Tract 25477 Lake Elsinore, CA • • Owner/Client: S Centex Homes 1265 Corona Pointe Court Corona, CA 92879 July 18, 2008 • ISE Job#: 08-1107 • • • �� L OTC c G, o x '• m rn yr Cr v tip- � OF C • • • i INNOVATIVE 29970 Technology Drive, Suite 204 STRUCTURAL Murrieta, CA 92563 ENGINEERING Phone: (951) 600-0032 Fax: (951) 600-0036 - �Pro�ec�Informafion�y2007�Gal�fornia�BuEld��n—g Proiect Name: Fox &Jacobs at Rosetta Canyon II ISE Proiect Number: ISE Job#: 08-1107 ISE Protect Manager: SXL Calculations By: SXL 7/18/2008 Building Code Used: 2007 California Building Code Protect Location: Tract 25477 Lake Elsinore, CA Building Type: 2-Story Single-Family Wood Framed Structures • Soil Design Parameters: Referenced Project Soils Report: Albus-Keefe Assoc., Inc. Date: 6/24/2008 Report Number: 1216.02 Soil Bearing Pressure: 2000 psf Expansion Index (El): 0-50 Very Low to Low Differential Settlement: 1 " in 40 ft Soil Sulfate Content: Negligible . Soil Corrosivity to Ferrous Metals: NP Allowable Passive Pressure: 250 psf Active Pressure: 35 psf Seismic Design Parameters: Latitiude 33.7056 Longitude ## # # Site Class D Occupancy Category II Importance Factor 1.0 Wind Design Parameters: 2007 CBC Wind Design Speed: 3s Gust 85 mph S Building Wind Exposure: B s 2 of 5 INNOVATIVE 29970 Technology Drive, Suite 204 STRUCTURAL Murrieta, CA 92563 ENGINEERING Phone- (951) 600-0032 Fax: (951) 600-0036 Gravity Design Loads: Roof Type: Clay Tile on Sheathing on Conventional Roof Rafters or Trusses Live Load: 4:12 Pitch or Greater: 20.0 psf Pitch Flatter Than 4:12: 20.0 psf • Dead Load: Roofing Material: 12.0 psf Sheathing: 1.5 psf Framing Members: 3.0 psf • Drywall: 2,5 psf • Miscellaneous: 1.0 psf Total Roof Load =1 40.0 Ipsf, 4:12 Pitch or Greater Total Roof Load =1 40.0 psf, Roof Pitch Flatter Than 4:12 • Floor Type: Sheathing on Manufactured I-Joists or Conventional Joists without Lightweight Concrete. Live Load: Residential Floor 40.0 psf Dead Load: Finish Floor Material: 5.0 psf Sheathing: 1.5 psf Framing Members: 3.0 psf • Drywall: 2.5 psf Lightweight Concrete: 0.0 psf Miscellaneous: 2.0 psf Total Residential Floor Load = 54.0 psf Live Load: Cantilevered Balcony 60.0 psf • Dead Load: Finish Floor Material: 5.0 psf Sheathing: 1.5 psf • Framing Members: 3.0 psf • Drywall: 2.5 psf Lightweight Concrete: 0.0 psf Miscellaneous: 2.0 psf Total Cantilevered Balcony Loadpsf 3 of 5 INNOVATIVE 29970 Technology Drive, Suite 204 STRUCTURAL Murrieta, CA 92563 ENGINEERING Phone: (951) 600-0032 Fax: (951) 600-0036 60? Cal4vriiat"13ii'ldlf�g-vcdd' C Project Calculation GeneraM�otes Now" 1 All work shall conform to the requirements of the 2007 California Building Code 2. Refer to the Structural Plans for additional General Notes & Details. I All soild sawn S4S lumber lumber shall be West Coast Douglas Fir Larch with maximum 19% moisture content, Design Values per 2005 NDS and the following Minimum Grades: Plates & Blocking: Standard or Better Studs to 10' in length.- Standard or Better Studs over 10' in length: No. 2 2x Rafters or Joists: No. 2 44 Standard or Better • 4x6 to 4x12 No. 2 • 414 or Larger: No. 1 6x.or Larger No. 1 4. Structural Composite Lumber"SCL" may be provided by any ICC (international Code Coucil) approved manufacturer with the following minimum design values: • SCL Beam widths less than or equal to 3.5' -. Any LSL, PSL, LVL with Fb = 2600 psi, Fv=270 psi, E 1.7 x 10"psi minimum. SCL Beam widths greater than 3.5": Any PSL, LVL with Fb = 2800 psi, Fv= 270 psi, E =2.OxlO6psi minimum. PSL= Parallel Strand Lumber(Parallam), LVL= Laminated Veneer Lumber(Microllam), LSL Laminated Strand Lumber(Timberstrand). 5. Glullarn or GLB beams shall be the following grades: Simply Supported: 24F-V4 DF/DF • Cantilevered: 24F-V8 DFIDF Continuous over Support: 24F-V8 DFIDF 6. The minimum 28-Day Concrete Compressive Strength fc for all concrete is 2500 psi unless noted otherwise. . 7. All Reinforcing Steel �'Rebarl shall conform to ASTM A-615, Grade 40 for#3  bars and Grade 60'for #5 Bars and larger. 8. All Structural Steel shall conform to the current edition of the AISC "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings" and the following ASTM standards: W- Shapes: A992 (A572 Grade 50 (50 ksi)) • M, S. & HP- Shapes: A572 Grade 50 Channels: A572 Grade 50 Angles: A36 Round HSS: A500 Grade B (42 ksi) Square& Rectangular HSS: A500 Grade B (46 ksi) • Pipes: A53 Grade B (35 ksi) Plates.-- A36 4 of 5 i 0 INNOVATIVE 29970 Technology Drive, Suite 204 STRUCTURAL Murrieta, CA 92563 ENGINEERING Phone: (951) 600-0032 Fax: (951) 600-0036 447GF.oje n alfn 19o9 BC)1 o 9. All Masonry shall conform to the following: 0 Brick: Medium Weight Per ASTM C-62 • Concrete Block: Lightweight Per ASTM C-90, Grade N w/ fm = 1500 psi & Max Lin. Shrinkage = 0.06% 0 Grout: Minimum fc= 2000 psi • Mortar: Type "S" i 10. All manufactured products must be ICC Approved. • 11. All hardware shall be Simpson Strong Tie or approved equal. 12. The following are Vertical Wood Shear Panels specified per CBC Table 2306 4.1 �V ef11#3eAdjbtlhl3 �yp Sheathrxg& Nailrng �� g `Sill P ate!e ` __. {Se�smtcNllitid} Pane 3/8"Wood Structural Panel w/8d 6 nails at 6"o.c. at Edges & 12" o.c. at 260 2x 2x -0 Field 3/8"Wood Structural Panel w/8d 4 nails at 4" o.c. at Edges & 12"o.c. at 350 2x 2x Field 3/8"Wood Structural Panel w/8d 3 nails at 3"o.c. at Edges & 12"o.c. at 490 3x 2x Field 0 3/8"Wood Structural Panel w/8d 2 nails at 2"o.c. at Edges & 12" o.c. at 600 3x 2x Field 1_ 1/2" Struct. 1 Panel w/ 1 Qd nails at 6" 870 3x 3x • o.c. at Edges & 12" o.c..at Field 13. The following are Horizontal Wood Diaphragms specified per CBC Tables 2304.7 (1-5) Member Z Sheathing& lailr!g MerttUlladtfa S acing Roof at 24" 15/32"Wood Structural Panel w/8d o.c. or Less at 6"o.c. at Edges & 12"o.c. at Field 24/Q 2x • Floor at 24" 23132"Wood Structural Panel w/ 1 Qd o.c. at 6"o.c. at Edges & 12" o.c. at Field 48/24 2x S Floor at 192" 23132"Wood Structural Panel w/ 10d 40/20 2x O.C. at 6" o.c. at Edges & 12" o.c. at Field Floor at 16' 23/32"Wood Structural Panel w/ 10d 32/16 - 2x o.c. or Less at 6" o.c. at Edges & 12" o.c. at Field 5of5 • • a INNOVATIVE 29970 Technology Drive, Suite 204 • IS [ STRUCTURAL Murrieta, CA 92563 ENGINEERING Phone: (951) 600-0032 Fax: (951) 600-0036 • • • Structural Calculations for: • i Plan 1979 • • • • • • • • • • • • • • • • . • •. • • • • • • ,• • • • • L h 6 1 INNOVATIVE 29970 Technology Drive, Suite 204 5/22/2008 STRUCTURAL Murrieta, CA 92563 IS[ 08-1107 ENGIMERING (951)600-0032, (951)600-0036 Fax z�" -- � ar.of. i-r at Kc bedroom 2 6pa�±1 --", .ft u td' 'Pt 2r r 7 G5F 1601 3 ��C 711 C ' ' Dead(psf) Live(psf) A,(sf) Reduced Live Load(psf) . Roof - 20 2D D-,�µ 59.3 20.0 Lr=Lo R,R2, R1= 1.00 R2= 1.00 Wall , .; 14 4 Aa =C? 0.0 O.0 Roof Pitch= • �4 :12 • Floor= `:. r 1. 0 i ;: `}QO a su 0.0 40.0 L=Lo(0.25+15/(Kn At)^0.5)) Polnt LnadS P1= Ibs from ar�1 Tru at X1= �3 8 ? ft • >_w... P2= Ibs from at X2=�kp."Oj ft , • P3= liqT1bs from �: �'at X3= (�0 ft - Roof = 40.0 psf*( 1 W,ft/2+ C ft)= 80 plf ® Wall = 14.0 psf*( e ft + O ft)= 14 plf Floor = 54.0 psf*{ ft/2+ O 'ft)= O plf Beam Weight= 8 plf+ W1= 102 plf I'a tlal°IJerform DI6C�lfsuted Los¢aYJ2 � Start at X 5 ft End at X= 55= ft _._._.. . • Roof = 40.0 psf ( ' 25 5 ft/2+ lift) ft)= 510 plf Wall = 14.0 psf*{ 1s ft + ft)= O plf Floor = 54.0 psf•*( ' ';ft/2+ = 0 plf • W2_ 510 plf Ta''us,pRWIN Al r,�t11Dis'miwbp', f ad W3-'•'`. `I Start at X= ft End at X= ft Roof = 40.0 psf*( Q ": ft/2+ 'O':.:.ft)= 0 plf Wall = 14.0 psf*( ;-L? ft + [;:j?. ft)= 0 plf Floor = 54.0 psf*( ;ft/2+ �ft)= 0 plf • W3= 0 plf Actsi;�strrtart��Factars�{C)�„M,,.- Fy 1.25 1.20 too 1.00 [wadEng 2e5u1t5 F 1.00 1.00 1.00 1.00 R1= 1177 Ibs, R2= 2923 11, 1.25 1.00 1.00 1.00 BrgArea: 1.88 in2 Area: 4.68 Mmax = 45205 in-lb, Vmax 2923 V, 1i�iYatup: Max Deflection(Y)r 0.03 in ' • Fy= 900 psi D+L, Allow Oeflctn(Y)=L/ 240 = 0.26 in.... OK E= 1.60 x 10^6 Pei . F.,= 160 i Glu-lam Camber(y) 0 01 in(3 500 ft K'diue) ActWailec1 a Iles .A v:: _ - °u9ctioG�Pro e*GIe , ai 5A�_ bd�l6- ._ 49.9 in3 > SeEQ Mom. / F'6.=_ -33.5 m3.... C K AAa- bd = 32.4 in2 > AREQ = 1.5*Vr,ax/F = 19.5 in2.... OK 1Acr= W/12= 230.8 in4 > IREQ=Yact I act/Yallow 29.65 in4 0K v � �; , _X �, 545`:Gou�fas FlrsGrai{e# t�t'1)YII,�pp M� e • W:\1107\Engineering\1107 Plan 1979 2 of 37 • vht: 6 2 • SEINNOVATIVE 299701'echnology Drive, Suite 204 Date; 5/22/2006 STRUCTURAL Murrieta, CA 92563 #; 08-1107 ENGINEERING (951) 600-0032, (951)600-0036 Fax1,7 . � ° orb ,� 5m 15u �rtedlNt�o � riCalcLllation 2< Hcadcr a front roam3K.E-.icv. 5 Dead(p5f) Live(pef) At(of) Reduced Live Load(p6f) Roof 2b 0 a20 a._ 21.9 20.0 Lr=Lo P,R2, R1= 1,00 1 R2= 1.00 Wall 4.r O.O 0.0 Roof Pitch= 1 :12 Floor .a141D ;Ja `4Qmmf3 0.0 40.0 I.=Lo(0.25+15/(Kii At)^0.5)) Pi= 0 : Ib5 from at X1= ft ..__... • P2= Ibe from _ at X2==eD Z ft P3= .�iA ibs from .. � f at X3= .i Q ft Roof = 40.0 p6f*{ r a ft/2+ ;i}" "'ft)= 100 plf • Wall = 14.0 p6f 4 *{ ; ft + m.0= ft)= 0 plf- �. Floor = 54.0 p6f + �"0=�� ft) = 0 plf Seam Weight= 5 plf+ W1= 105 plf • Part1a113itfarnikl7itrlbutcdLd d'Y1tf�rt e Start at X =Q ft End at X= 0 r ft • Roof = 40.0 p5f*( KW ft/2+ 0''ft)- 0 plf Wall = 14.0 psf*( =ft + 7 ft)= 0 plf Floor = 54.0 p5f`( .:.:;,€: ft/2+ C ft)= 0 plf - • W2= 0 p€f • Ll=tia1-n1i or..M72-0t,tribu 5tart at X=MOP ft, C n d at X= ft Roof = 40.0 p5f*( '0 f,12+ ft)= 0 pff • Wall = 14.0 p6f*( -'"ft - 0 ft)= 0 plf Floor = 54.0 p4*{ { ft/2+ C7 :ft)= 0 plf W3= D plf Fb 1.25 1.30 1.00 1.00 L�r fng Rr, ult:, • E 100 1.00 1.00 1.00 R1= 327 I175, R2= 327 ibe F, 1.25 1.00 1.00 too DrgArea: 0.52 €n2 Area: 0.52 in2 • Mmax=l 6132 . in+,, Vmax= 327 Ib5 De6lgriYaifes & Max Deflection, Fe= • 900 psi 0+L,'Allow Deflctn(Y)=L/ 240 = 0.31 in.... OK • E= 1.60 x 10^6 psi F = 180 6t Glu-lam Camber(y)-FO.021 in(3,500 ft RadiuS) • �. : A�t4?� ¢�ttG?hl�P�'0�3e;1ttGs��i �J `x�'�• sue' `.° :�..��� .�.��+o%���«.�.+L.G�a m, _ ., }a . SACr= bd2/6= 17.6 in' > 5KEQ = MR,, / Pb= 4.2 in''.... OK AAcr= bd = 19.3 in2 > AREQ = 1.5*V.../F',= 2.2 in2.... OK 1 ACT= 0112- 48.5 in4 > IFE0=Yact*l act/YallOW= 7.2 in4 OK oPr-.oV ii X ri '" s• s W:\1107\En0ineerin0\1107 Plan 1979 3 of 37 • g Ghi? B 3 • IS[ INNOVATIVE 29970 Technology Drive, Suite 204 5/22/2005 STRUCTURAL Murrieta, CA 92563 N; OS-1107 ENGINEERING (951)600-0032,(951)600-0036 Fax a -- fm oledWooriam �alcu at�orl s Hcidcr a1 Rcar`of Dining '$.,,6 • Dead(pef) Live(psf) A,(4) Keduced Live Load(pef) . Roof 20 2b 0 63.3 20.0 Lr=Lo K1K2, R1= 100 K2= 1.00 Wail =14 0 ., C}RQ 0.0 0.0 Roof Pitch ® Floor= c;;14'O; ;M 4 : : 16.5 40.0 L=Lo(0.25+15/(K,i At)^0.5)) Pint�L 's � .:, = ��,M,,, M FP1- 501 Ibs from G1rdr r Cr i - at Xt 4 8 ft P2= Ibe from at X2= :0 ft • P3= 117s from -- v at X3= f#0 .ft MU Roof = 40.0 psf ftl2+ = plf Wall = 14.01 psf*( 8 `ft + = A' ft)= 126, plf • ,.. _ev:.a:u Floor 54.0 psf*( wit }-_ ft/2+ ;;:;0 aft)= U plf Beam Weight= 10 plf+ W1= 216 plf �.:u .. P1aF1lnFtc} rr Diyttibuloac� ro;: Start at X=`:47 a ft End at X= ' 25 ft Koof = 40.0 psf*( ;,fir: ft/2+ 0 ft)= 510 plf Wail = 14.0 psf*( (a ft + ft)= 0 plf Floor = 54.0 pef*( u;90`:s ft/2+ 1 ft)= 324 plf • W2= 654 plf i? Llalllnifc3P`r11itY1b' „ 1?aa �� - 4`: :-: _ .... F Start at X= = - ft End at X= : ..:0 <ft Roof = 40.0 psf*( p ft/2+ LLOA ft)= 0 plf • Wall = 14.0 psf*( r ft + 1 .'P ft)= 0 plf Floor= 54.0 psf*( fl`,.....ftl2+ R `ft)= 0 plf 0 plf Fctr .)_ _. . Fy 4.00 1.10 too 1.00 77 E 1.00 1.00 1.00 too K1= 1496 1125, K2 - 3902 Ibs F 1.00 1.00 1.00 1.00 brgArea: 2.39 in2 Area: 6.24 in2 Mmax= 59651 in-lb, Vmax= 3902 Ib5 (Y)= 0.03 in ,- r7. Max Deflection 900 psi D+L, Allow Deflctn(Y)=L•/ 2400.31 in....x 10^6 pei ® F = 180 si Glu-lam Camber(y)= 0.02 m(31500 ft,Kadiue) 5Acr- bdz/6_ 73.8 in3 _ .> 5REQ = Mmax / Fib- 60.3 OK Ancr= bd = 39.4 in2 > AREQ = 1.5*Vmax/F',.= 32.5 in .. OK I ncr= bd3/12= 415.3 in4 > IRra=Yact*I act/Yallow= 44.9 in' .. OK 040710,+ S W:111071Engineering11107 Plan 1979 4 of 37 • 5h � 154 • IlJNOVATIVE 29970 Technology Drive, Suite 204 Dal � 5/22/2008 • IS[ STRUCTURAL Murrieta, CA 92563 # 0,5-1107 t ENGINEERING (951) 600-0032, (951) 600-0036 Fax ® s '1:�� ;ort`ed Wood Beam CAIG, lan 4Pxx `'� #deader at Rear of Kitchen ' ft a"dh Per 2J?7' • Dead (pof) Live(psf) AL(5f) Reduced Live Load(psf) • Roof= 2{J O. 20 0 123.3 20.0 Lr=Lo R1R2, R1= 1.00 92= 100 WaH= 14 p < `0 pk 0.0 0.0 Roof Pitch- s-r �r_;:12 • Floor= a 140 .. y40TMO ;; r .0 40.0 L=Lo(0.25+15/(Kii Aj^0.5)) t"oint'T aas P1- 'D ° lbs from `== at X1= •-0 ft P2= ;�' Ibs from at X2= Ift ft ® P3= ;-?u p Ibs from at X3=�. d 9 t ON Njf?I51;nlara#a Roof = 40.0 p5f"{ �-'27:]ft/2+ 15 ft)= 610 plf Wall = 14.0 psf"( ft + =`=ft)= 126 plf Floor = 54.0 5f" *'16" ft/2+ 0 °r ft = 432 plf Beam Weight= 6 plf+ W1= 1174 plf (ar Fa0-w Start at X (? =ft End at X= O ; ft Roof = 40:0 psf'( C! ft/2+ O ft)= 0 plf Wall = 14.0 pcf' -=p-' ft + ft)= 0 r1f Floor = 5.4.0 psf"( r ft/2+ flss ft)= 0 plf W2= 0 plf f'actlai� Ghriilstit1* oail'i Uf� eta °` ,=rt at X= .p'(�_' ft End at X=;l .,D`�" ft Roof = 40.0 p5f`( `ft/2+ C' ft)= 0 plf Wall = 14.0 p5f.( i3w' ft + 0 ft.)= 0 plf Floor = 54.0 p5f.( =? O'i ft/2+ • ';O ft)= 0 plf W3= 0 plf � Ad�jtietment�lu�ctar•�,�(G) HDO F� 00 L30 1.00 L 3.00 1.00 1:00 R1= 2495 Ih5, R2= 2495 IbsF 1.00 1.00 1.00 BrgArea: 3.99 in2 Area: 3.99 in2 iMmax= 31512 . in-Ib, Vmax 2495 . Ibs e ;Max Deflection(Y)= 0.05 in A Y Fb= 900 poi.... D+L, Allow.Deflctn(Y)=L/ 240 = 0.21 in.... OK A E= 1.60 x 10^6 psi F = 150 psi Glu lam Camber(y)= 0.01 in(3,500 ft Y--Adiue) • � ��r~ti�5�`cr�lq��o'"`�ie5� •s-�� Ir„'�' GaG� r Go ei-t�e5 5Aa= bd2/6_ 30.7 Wa'InZ5 > 5REQ = M.� / F'b- 27.2 413.... OK AACr= bd = 25.4 in2 > APEQ = 1.5`V,. ./F',.T 20.5 in2.... 0 K I ACT= bd3/12= 111.1 in, > I;;Eo=YaOt;laCt/Yal[ow= 25.4 in'.- OK IAR Q: 1 . x �4�a' oug+as Gayeim • W:\1107\Engineering\1107 Plan 1979 5 of 37 • • INNOVATIVE 29970 Technology Drive,Suite 204 ' b, 5/22/2005 ® IS[ STRUCTURAL Murrieta, CA 92563 , # 08-1107 • ENGINEERING (951)600-0032,(951)600-0036 Fax :_ -- �- ,��.� - 51m 1 ScI Q„ � U�laod Be�r�r Galc�11 anon. • 5 - �` �`�Meader a Rear ofBedroom 4 ►(�� aft ads er 2 1t #3' CC'J f as hob • Dead(psf) Live(psf) A,(ef) Reduced Live Load(psf) • Roof 43.9 20.0 Lr=Lo iZ�t�, Rl= 1 1.00 JR2= LOO Waff= 0.0 0.0 Roof Pitch Floor- ;14Ot ,r, O.O 99.8 40.0 L=Lo(0.25+15/(K„Ac)^0.5)) • _ am Leads P1= $Qj . Ibs from Girder 7iur,F� w at X1= jo' )" ft; • j~ P2= ft � ��� Ibs from atX2=P3= ;' 'gy'� = fba from �-.. � at X3= ft Roof = 40.0 psf'( ft/2+ 1 r ft)= 100 pif • Wall = 14.0 psf'( '.W I-.:ft + Ir jft)= 126 pif • Floor 54.0 psf { � R ft/2+ 1 ft)= 540 pif • Beam Weight= 8 plf.1 W1= 774 plf vrtlel tJtllfr�rm 1?ffilitisdl i7a�d t. Start at X= i ft ._.. � :�.,.._.-.....__.._.._...,.,.�..� �:. Oe�.�==:ft End at X= • r Roof = 40.0 psf'( � ft/2+ 0;-m ft)= 510 plf • Wall = 14.0 psf'( ;=. 0?is.P ft + 0 ft)= 0 plf Floor = 54.0 p--f'( 0 W2+ n ft)= 0 plf • - - W2= 510 pif • Pair C1al U nifQrmitrtbted? d ,t ,,F`�' Start at X= Os ft End at X= ft • Roof = 40.0 psf'( ':Zr ft/2+ ; bN ft)= 0 plf Wall = 14.0 psf'( 1ft + p ft)= 0 plf _. _. Floor = 54.0 psf' ft/2 ft)= O plf t W3= 0 plf I • ,AZt�il6tmen;C�i�cf;E�r.��C� �� . • Fe 1.00 1.00 1.00 °1.00 Loa-ling RrSa?U5 • 1°00 1.00 1.00' 1.00 K1= 4760 Ibs, R2= 2614 Ibs E EF, 1.00 1,00 1.0o too brgArea: 7.62 in2 Area: 4.16 in2 • Mmax= 61707 in-lb, Vmax= 4760 Ibs ' Das uiS<aiues "` Max Deflection(Y)= 0.05 in Ft,= 2325 Pei O+L, Allow Deflctn(Y)=L/ 240 = 0.26 in.... OK. • E= 1.55 x 10^6 psi • F - 285 -lam Camber(y -�in(3 iu i lu Rad� 5) ,. A tualr5 <. .. es� v5�� P �tfaculI e p 1k i rtrey 5ACT= bd2/6- 52.6 in3 > 5PEa = M.. / FL, 26.5 in3..,. OK • AACT= bd = 33.3 in > A,REQ = 1.5'V,„-/F" = 25.1 in2.... OK • 1 ACT= 10d3/12= 250.1 it14 > IREa=Yact'l act/Yalfow= 46.9 in4„ OK • • W:1110AEng1rreering\1107 Plan 1979 6 of 57 5ht"• B 6 • INNOVATIVF 29970 Technology Drive, Suite 204 Ua1ef 5/22/2005 • IS[ STRUCTURAL Murrieta, CA 92563 08-1107 • ENGINEERING (951)600-0032, (951)600-0036 Fax A -- • ,usY^AE t ass..ti.:x a$°^y,; �. <a .Rq�yfs?.a„� 5�m ati x!�" au yr ed W ,r�,earn CalG'U on 6 _ i7to af3earrl a Frgnt,of 0lnirlg ft �r1J7.93C�c� 1.2 • Dead(p5f) Live(p5f) A-(ef) Reduced Live Load(p5f) • Roof 20 O 2O 0 0.0 20.0 Lr=Lo R1R2, R1= 1.00 R2= 1.G0 Wall 14 O P 0 0 0.0 OD Roof Pitch :12 • Floor 14f? - 40Qy' 165.0 40.0 L=Lo(0.25+15/(K,i At)^0.5)) • ?.w. �1sGlad . P1= 0'_ <'` €b5 from = s - at X1=Mft__.._F2= 0 lb5 from ` s=I �`at X2- ftP3= t: ' lb6 from " '7 5- '"at X3= ft 1;ijformi<Ri5T1JVu d3L"Sed • Roof•= 40.0 p5f•( ft/2+ ft)= 0 plf WalI = 14.0 p5f"( rr=6, ft + lift) ft•)= 0 plf Floor = 54.0 pof••( + = 742.5 plf beam Weight= 7 plf+ W1 = 750 plf ai'G1ai UiiifbsflsteEbute )i�o ( 1tVi $tart at X= _Ob m ft End at X= :"t?' °ft • Roof = 40.0 pef'( .0 ft/2+ mft) ft)= 0 plf Wall = 14.0 pof'( - ' ft + ft)= 0 plf Floor,= 54.0 p5f•( Os ft/2+ = 0 plf • - W2= 0 plf :: ..... 1'_artsa ,17iiifor �'., °t�a;N;`nW3�, Start at X= ft End at X= ft • Robf = 40.0 p5f'( p ft/2+ M ft)= O plf FYI Wall = 14.0 p5f''( _i`.Ok':. ft + ft)= 0 plf Floor = 54.0 p5f'( ���'�2 ft/2+ ft)= 0 plf • W3= 0 plf • ONES s tmwr�ac ar (0 Fe 1.00 1.00 1DO 1.00 � � oa��nr Pe>u1t E 1.00 1.00 1.00 1.00 R1= 2249 16s, R2= 2249• Ib F 1.00 1.00 1.00 1.00 3rgArea: 3.60 in2 Area: 3.60 in2 Mmax= 40490 in-lb, Vmax= 2249 Ib5 h Dsigai> a1ss Max Deflection(Y)_: 0.18 in • F5= 1350 p51 0+L. Allow Deflctn =U 240 = 0.50 in.... OK E= 1.60 x 10"6 psi F = 170 5i Glu-lam Camber(y)= 0.02 in(3,500 ft Kadbe) • � '....' r... �"s �.�=:c*...� OYi: ,C,iC5 "' '°' fib, Ili. _ '� i`� . Sncr- bd2/6= 27.7 " in 3-_ > SREa M.. / F'b=...� <...27.7 ine.... OK • Ancr= bd = 30.3 ln2 > AREQ = 1,5'Vmax/F'�= 19.8 in2.... OK • 1 ncr= bd3/i2= 76.3 in4 > fREQ=Yact"I act/Yallow= 45.6 in 4.. OK . fF OIGIPI '�. II . F.... �'`�. " 04Uou laFl �rade: bea �..1 ..x...w.._ _.._:.. .. M.__- ... _ . .._M_ _ g • • i • W:\1107\Eng!neering\1107 Plan 1979 7 of 37 • • • >h*; 8 7 INNOVATIVE 29970 Technology Drive, Suite 204 [3at r 5/22/2005 A IS[ STRUCTURAL Murrieta, CA 92563 ,r' 05-1107 • ENIG VEERING (951)600-0032, (951)600-0036 Fax e -- �->-:x: :.w+ � �sa��a ..� -�. nor Mr Sim ! tu or te`d VUaod�S6 rr Cal u(atiorl a F Header at Front of Living pafL - ft s a.. • Dead(psf) Live(psf) AL(of) Reduced Live Load(psf) Roof 60.4 20.0 Lr=Lo R1R2, RI 1.00 IK2= 1.00 Wa I I 14 0 "`0 0 x`'° 0.0 0.0 Roof Pitch= 4 �1:12 • Floor 1F1 00 40 Q, zs''= 73.5 40.0 IL=Lo(0.25+15/(Kii AL)^0.5)) • #'otriGlivad P1= D Ibs from at X1= .r7:;ft P2= Qr Ibs from at X2= fJ:O ft • p P3= .(? Ibs from - A=at X3= #:lyP ft Roof = 40.0 psf"( 1 M;ft/2+ 1's5 ft)= 260 plf • Wall = 14.0 psf"( =:ft + t ft)= 126 plf • ._....... ...............::..:. ._._._. Floor = 64.0 psf"( I ft/2+ •a`ft)= 378 plf Beam Weight= 6 Of+ W1= 770 plf • Per tat;Uniform l l tr€blltecl Load V 5tart at X- t1 ='.ft End at X= ft rn Roof = 40.0 psf'{ ~ 0'wt ft/2+ .Q;;".ft)= 0.plf • y y y = =.M a ...._ Wall = 14.0 psf'{ �N1�, ft + �eC�R ft}= 0 plf • Floor = 54.0 psf'( D ft/2+ J ft)= 0 plf W2= 0 plf f'artyat$n�forn�li5trcbutedxtoad13 °~ '- •• Start at X 0 ft End at X= 0 ft �---•-anxs ac-.-,..gym. ..ra- s .+nr'�mwe'a 'A43:��y Roof = 40.0 psf•( U ft/2+ 0 ft)= o plf Wall = 14.0 pof' s0 R=ft + ft)- r1f Floor = 54.0 psf"( =fly;:.ft/2+ `'DS"'ft}= 0 plf • W3= 0 plf NOW • Aydy�gu�m°"cnt;=facCr�t"P�{,G) µ Fe 1.00 1.30 1.00 . 1.00 Lom,li g Rcon tsi • E 1.00 1.00' 1.00 1.00 K1= 2022 165, P2= 2022 Ibs F 1.00 1.00 1.00 1.00 5rgArea: 3.23 412 Area: 3.23 in2 •� MmqX=j 31840 in-Ib, Vmax= 2022 Ibs `" " I3i°'ia Vatitsy Max Deflection = 0.07 in .. Y Fe= 900 ,psi : D+L, Allow Defctn(Y)=L/ 240 = 0.26 in.... OK E= 1.60 x 10^6 psi F = 180 si Glu-lam Camber(y)- 0 01 m (3 500 ft Pad€u5) Aral aorap txi' 185• v5. „1Fr1,5e:''pnrq rttie5 5Acr= bd2/6= 30.7 in3 > 5�o Mmax / F'b= 27.2 m�. .. OK • AAcr= bd = 25.4 in2 > AREo = 1.5'V../F = 16.8 in2.... 0 K I ACT= bd3/12= 111.1 in > IREo=YacVl act/Yallow= 51.3 n''.__. 0 K 1 �f _ . Fy `)rrJUoug�ati'. i� -ate _ r W:\1107\E1lgineerin0\1107 Plan 1979 L5 of 3 • • • x �ht' 13 8 m INNOVATIVE 29970 Technology Drive, Suite 204 CpfteT 5/22/2006 IS[ STRUCTURAL Murrieta,CA 92563 # OS-1107 ENGINEERING (951)600-0032,(951)600-0036 Fax � .. . 8 Drop Bearr�'at �ront;of Porch', q�nl`(0)_a i Dead(p5f) Live(p5f) Ar(5f) Reduced Live Load(p5f) Roof 200 ; 2003 n 68.9 20.0 Lr=Lo R1R2, R1= 1.00 R2= 1.00 Wall 14O O a 0.0 0.0 Roof Pitch- h :12 • Floor #4 4a Q�: 0.0 40.0 L=Lo(0.25+15/(I�j A j^0.5)) Pvtr "oa�d P1= ;O Ib5 from at X1= fl ft P2= w CJ Ib5 from - at X2= 0 0�' ft • P3= fib, .0 <' Ib5 from „.: .�. at X3= LlO ft Roof = 40.0 pef*( ;:'';$,'._ft/2+ 15'.`ft)= 220 plf Wall = 14.0 pef*( 0 ft + J ft)= O plf Floor = 54.0 pef*( ft/2+ 0 ft)= 0 pIf Beam Weight= 5 plf+ W1= 225 plf • Partialj#Jntfarm Drstribn ;lrpaA47Z Start at X- .(} ft End at X=0 ft Roof = 40.0 p5f*( MEW ft/2+ 0 ft)= 0 plf • �� Wall 14.0 p5f*( =7 Oi:'; i ft + ft)= O plf Floor = 54.0 p5f*( r=sP.0ffl ft/2+ s,0 = ft)= O plf • W2_ 0 pif • . ... _.. _. _ =, - PttAl E 1ilifpr;111 C?ttrtludad; ' 'Start at X 0'::: ft End at X- =z C3;..;'ft Roof = 40.0 pef*( -'O' .?, ft/2+ ^' b ft)= 0 plf • Wall = 14.0 p5f* jQM ft + . 'ft)= 0 plf Floor = 54.0 p5f"( 'ft/2+ :'.•' ft)= O pIf . W3= 0 plf S IRM." trren acts>rax� • Fy 1.25 1.30 1.00 1.00 p,x I:flad rg,Re5u1 E 1,00 1.00 1.00 1.00 K1= 814 Iba, K2= 614 Ibs F 1.25 1.00 1.00 1.00 BrgArea: 1.30 in2 Area: 1.30 412 • Mmax=l 17713 in-lb, Vmax= Si4 [bo °DagttaYalueS�� y Max Deflection(Y)= -0.18 'in - Fb :900 psi D+L,.AIIOw Deflctn(Y)=L/ 240 = 0.36 in.... OK • E- 1.60 x 10^0 psi • F*= 180 r6i Glu-lam Camber(y) 0 02 in(3,500 ft Radius) ° taFtua115ret1onF,-rg_jl � w _��1K' iced ect�on�Propert�e • 5Acr= bdZ/6_ 17.6 in > 5RE0 = M.. / F'b= 12.1 �.in ... 0K • AAc1= bd 19.3 in > AREQ = 1.5*V../F',= 5.4 '.... 0 K 1 Aa= bd3/12= 48.5 in4 > 1RE07 't*I act/YaIIOW= 24.1 {' OK S'Dor g1a�fir-Ora 2' • • • • W:\1107\Engineerin0\1107 Plan 1979 9 c;f .37 • • �� -�h�� B 8.1 1 N td O VAT I V E 291170 Technology Drive, Suite 204 5I22/200& . IS[ STRUCTURAL Murrieta, CA 92563 0&-1107 • ENGINEERING (951)600-0032,(951)600-0036 Fax d�W00' 'e'aml,Caloulatlarl W81 Dro R3eamatlF`ront o Parchlev 6 parr{L) 9�ci 'ft • Dead(p6f) Live(pof) N(5f) Reduced Live Load(pof) • >Zoof �20 0', 20`Qa=:,`. 91.9 20.0 Lr=Lo K1R2, K1= 1,00 K2= 1.00 wallxl 0 00 0.0 0.0 Koof Pitch= 4= :12 • Floor �... 140 �rv4 , �40...1 0.0 40.0 L=Lo(0.25+151(K,s Ay)^O.5)) 1$±?Prr _Lodsw P1= 0 Ibs from - at X1= + {3:Q,.`>: ft P2= �C? ,I bs from ,; at X2=_=i3 t);' ft �.. Ibs from ;�. -^ �..w.. .......•. ,�� at X3= ft • ��C3nrforiri�t7161;n ...:.��� ,� ., �'.`� Koof = 40.0 pof*( w: ft/2+ oft)= 220 plf Wall 14.0 p5f*( 4` ft + ft)= 0 plf Floor = 54.0 p5f*( � ;r0 ft/2+ ft)= 0 plf . - Beam Weight= 6 Of+ W1= 220 plf Prt1a1 Unif©rrt� b�rtd, �a �is Start at X- A"1D ft End at X= x 0. ft Koof - 40.0 prf*( =m&M ft/2+ ft)= 0 plf • � Wall 14.0 p5f*( w=?�?w.:ft + C, �Z'ft)- O plf Floor = 54.0 p6f*{ �b.r ft/2+ E ft)- 0 plf - W2- 0 plf I78 is t7tiifoi ti=4D t554' a 015"W5' Start at X= * (7„'° ft End at X= s 'ft ... Koof = 40.0 p6f*( •=...0=: ':ft/2+ ift) ft)= 0 plf Wall = 14.0 p5f*( C) ft + ft)= 0 plf Floor = 54.0 pof*( ;'0 ft/2+ = 0 plf W3= 0 plf - Ac�u(�entJ�actttr5'= s , - F 1.25'• 1.50' 1.00 too E too •1.00 1.00 1.00 R1= 1093 Ib6, K2= 1093 h F 125 1.00 70- TOO BrgArea: 1.75 in2 Area: 1.75 in?_ • - Mmax= 31.719 in-lb, Vmax=1 1093 Ibs Max Deflection(Y)= 0.25 in Fb= 900 p5i D+L, Allow Peflctn(Y)=L/ 240 = 0.48 • E= 1.60 x 10^6 F 1a0 psi Glu-lam Camber(y)= 0.04 in(3,500 fl,Radius) ••• '�°nct_81'�_ i6"t6�l�ra;erEies' 'S��Sv6. -� a��;..:..��Uire'�rSeGii �ra er-tiea ,. . SAcr= bd216= _30.7 in3 > 5REa = M,. / Frb= 21.7 Ina. . OK . AAGT= bd = 25.4 in2 > AREQ = 1.5*V,,., /F'�,= 7.3 in2.... OK I AQ= bd3/12= 111.1 in4 > IREo=Yact*1 act/YallOw= 57.5 in4• OK • }V1mQ„1!11 '„:zqx nt „ tt 3 M.. 0 5 Douglas i s,,Grade A " Z.s' • • W.\1107\Engineering\1107 Plan 1979 10 of 37 0 INNOVATIVE 29970 Technology Drive, Suite 204Gat:;:' 5122120O8 • STRUCTURAL MurrIeta, CA 92563 08-1107 IS[ ENGINEERING (951)600-0032, (951)600-0036 Fax ---------- ft Dead (pyf) Live(prf) A,(5f) Reduced Live Load(pef) Roof= LO-0 OWg AU 298-0 15.0 Lr=Lo 12,K2, Ki= 1 0.90 1 1�2 11-00 - A Wall= JR&EK J 0 0.0 0.0 Roof Pitrlh=J�r - -4 1:12 • Floor 0.0 40.0 IL=Lo(0.25+15/(Iyj AJ^013)) MOV1§9 P1= lb fr m il$ at X1 ft; ' M 0 P2= 1b6 from t'g at X2= ft; P5= b5 from at X3= ft Roof = 38.0 pqf'( 2+ Mft) 607.2 plf • WqIJ = 14.0 pef'( 1 wa lft + ft)= 112 plf Floor = 54.0 prf'( q'Ift/2+ ft)= 0 plf Beam Weight= 12 plf+ W1= 7051 plf 1 Al-L4 r, h'f f�i k 0 AR?R Start at X ft End at X= ft- ft/2+ j& ft)= 2605.3 pif Roof = 38.0 pof • Wall = 14.0 psf'( ft + ft)= 0 plf Floor = 54.0 pqf ft/2+ ft)= - 0 pif V%t2= 266 plf Start at X ft End at X'- ft. Roof = 36.0 p6f. ft/2+ ft)= 0 plf Wail = 14.0 pcf*( ft + ft)= 0 plf • Floor = 54.0 p5f*( Eft/2+ mft)= 0 plf W3= 0 pif 1.25 1.00 1.00 1.00 F 1.00 1.00 1.00 1.00 FI= 4065 1b5' K2= 3419 177 F--, 1.25 1.00 f�r'�Arca: 6.51 412 Area: 5.47 iri�'. I-0=0 1=0 0� I mmax= 96051 in-it,. Vmax T 4568 F Max Deflection(Y)= 0.07 in F, 2325 psi 0+L, Allow PaRctm(Y)=L/ 240 0.40 0.K F-= 1.55 x '10"6 psi • F, 265 p5i Glu-lam Camber(Y)= 0-03- in (3,500 ft P_qj;jj�) 5ACT= 114.3 in3 > 5KEO = M... F'b 53.0 OK AACT= bd = 49.0 in2 > ArEQ = 1.5'V,./F, = 17.1 in2.... OK I ACr= 800.3 jn4 > IzEo=Yact*I act Yallow-- 137.E OK WA1107\ErTgimccrinO\I107 Plan 1979 11 of 37 I H H 0 UAT 1 U E 29970 Technology Drive, Suite 204 t)a1 5/22/2005 IS[ STRUCTURAL Murrieta, CA 92563 05-1107 ENGINEERING (951)600-0032, (951)600-0036 Fax nb �� 51tm`K� i � r F61W6©r Beatiii" Icu-Wtion ;a (&rot Cane EIev. D) a(t�) fii ;ft • Dead(psf) Live(psf) A�(ef) Reduced Live Load(psf) • Roof 2D 0 20 0 447.0 15.1 Lr=Lo K& R3= 035 R2= 1.00 Wall ,' 14 D u D.Q # 0.0 0.0 Roof Pitch= :12 Floor= 1A i? °40 0 - € 215.3 53.9 L=Lo(0.25+115/(Iyj AJ^0.5)) ® Po1nt�1 Dads P1= 2800,^ Ibs from1rer.l r u:>? `at X1= 13:t1'ft s __ . • P2= 0 I bs from at X2= 0'¢ ft .-.........t.... ..a.f-..F' S:.. P3= �,Q Ibe from ; :� --atX3= D,d ft tea_ Roof = 35.1 psf'( } ft/2+ qft)= 122.7 plf ® Wall = 14.0 psf'( tz ';=ft + D ft)= 112 plf • Floor = 52.9 psf'( 10 3'". ft/2+ U ft)= 271.2 plf Beam Weight= .30 . pF i W1= 556 plf I? r1 ia1�15TtiF F__ it`' SGribisei?Load 9W2 � ;; ,: Start at X= fl _ ft End at X= ft • Roof = 35.1 psf"( ft/2+ O ft)= u 447 plf Wall = 14.0 psf'( r O ft + F „ft)= 0 plf Floor = 52.9 psf'{ U it/2+ U ft)= 0 plf • - W2= 447 plf _ .. srilJ!1jq I¢tl�blldWe3�� =_; Start at X= 13 ft End at X= 1 ►?.ti"`ft Roof = 35.1 psf'( .ft/2+ lift) ft)= 0 plf Wall = 14.0 psf"( Oft + ft)= 0 plf Floor = 52.9 psf`( =ml ft/2+ = 0 plf - W3= 0 pkf 'Adfusa�merrt�Factor5�(C} `�� C r - ..• -F ..1.00 1.00 1.00 1.00 rrncr. Y .' "~9sm"" dl --c � ItG�" x i _ .•r • L 1.00 1.00 1.00 1.00- R1= 10711 Ibs, K2= 9164 Ibe .00 too too 1.0o BrgArea: 17.14 in2 Area: 14.66 in2 Mmax= 737323 in-Ib, Vmax=1 10711 Ibs d e17e51i� lla#i7e Max Deflection(Y)= 0.68 in Ft,= 2900 psi D+L. Allow Deflctn(Y)=L/ 240 = 1.05 in.... OK E= 2.00• ' x.10^6 ps, F = 285 psi Glu-lam Camber(y) O i9 in (3,500 ft Radius) At:a1 i,ct: ns1'txt ertMIMI +f ilkf^G49ecCii?t5 Pro rtier 5ACr= bd2/6_ 375.0 in3 > 5REa = M.. /.F'n= 254.2 OK • AAC1= bd = 126.0 in2 > AREQ = 1.5'V,,/F'„= 56.4 in2.... 0 K I ACT= 1043/12= -7402.0 in4 > IREo=Yact'I act/Yallow= 2157.5 ;n4.... OK • �i,. - r�i r aj „ �_CflY(G�E. .... ...re�•'wameap. .:. ..v .,--... . W:\11071Engineering\1107 Plan 1979 12 of 37 • ; silt: � 12 • INNOaATIVE 299711 Technology Drive,Suite 204 5/22/2008 IS[ STRUCTURAL Murrieta,CA 92563 08-1107 ENGINEERING (951)600-0032,(951)600-0036 Fax k W �1"51. . �peG t9 i5 1c 0ad Comfit t o�15 fo at1r'D, cont,ntisn 6.5 1ear 1�J� " & uj? rtltgeaYtSie� t9 n.4?er 2007 GEC 5c c,tlon:1605.�1' _ .. .. � � . • Seismic Load on 13carm • 6 = :`�' �,��,,"-�'" . �;Fron�of 2nd �ioae� �''" wan Length: Seismic: - 5um: 14 Load= � ;R4 psf ;>,.. ft' 25 (ft/2) 3.270 lb 5.25 • Load= r k 00 psf 0� ft' a (ft/2) = 0 lb 8.5 Load= f� P. ps (ft/2) = O Ib Load= a: -Ofi30_ pef _4 = k tT..;", (ft/2) 0 lb Shear PE)= 3,270 Ib • i2= 3 < Per ASGF_7-05,Table 12.2-1 EA=O LIE = 9811 Ibs Pu Section 160r4&ASGE 7,5rctlon T24.3 • Load at Wall(E m) 9,811 Ib Wall Height=�ft Moment Arm r e14 k Down Force= 5,606 Ibe(use at Seam Dee4 • O.T.M. 78,490 ft-lb • 'J3eam 4Vood .ruCatlt�rl ' r Ca FIuSh"Beam c1y�rarage(Worst Gayelev:'D} • Siadeem2007' -1 6F�1i: 1S , • Dead(ppQ Live(psf) Ac(of) Reduced Live Load(pef) Rooff3 ,; .447.0 15.1 Lr=Lo RrRp, R1= 0.75 K2= 1.00 Wall '° 14 0 �O _. 0.0 0.0 Roof Pitch I A^- 12 Floor 215.3 36.9 L=Lo(0.25+15/(Kip A,) 0.5)) • - ;Pvst)C!vada Y P1= 5,606 Ibe from CBC Load Gasc 1605.4l at X1= a fF5s ft • P2- G»2800``Ibs from GirderTtvS ri� at.X2= t413 0'.k s #3 Ibs from ...P3= at X3= n D k a.e• ...�.�..f3i1;�15LYlI7Ei °."1-Qa+�. e'?1�t" 0�1;• 1.2D+0.5L= Roof= 26.1 psf'( :$ k/2+ �ft)= 9043 Of 1.20= Wall = 16.8 pef'( 8 ;ft + ;_`'+.'O ft)= 13✓4 Of • 1.2D+0.5L= Floor = 53.7 psf'( �_'_0,1t 1_.,ftl2+ Mft)= 275 Of beam Weight= 30 Of+ WI= 538 Of ���U'....;.:�t�ai!•`--'`''..".'. _:" Start at X=ffift/2+ ft End at X=?�'13�i�`k _ « .:• .• -1.20+0.5L= 'Roof= 28.1 psf'( k/2+ � 'ft)= 358 Of •. 1.20=...Wall = ,16.8 ..pef:(...... ft + '�.g- ft)= 0 Of 1.2D+0.5L= Floor = 53.7 psf'( �ft)= 0 Of W2= 358 Of • INFO!, ilfp :. ..:1GW"AUJI �-��_ Start at X= v(=?:ft End at X=t.�:i ft 1.20+0 5L= Roof= 28.1 psf'( 3 r£1 k/2•r ;;;,�'���Y�'_�--_`-•,ft)= 0 Of • 1.20= Wall = 16.8 psf'( p`•ft + ;<.'C1 s� ft)= 0 Of .. A.2D+0.5L Floor = 53.7 psf'( .. e©�.,=ft/2+ TMQ;,::'ft)= 0 Of • W3= 0 plf .� Ad�usGilellL I 'Cora{G)x'r'`�'' •. - ..' ., F� Loo 1.00 ,.00 i.00 F too 1.00 1.00 1.00 R1= 14337 lbs. R2= 10028 Ibs ® F, 1.00 1.00 1.00 1.00 t3reArea: 2294 in2 Area: 16.04 in2 Mmax= 955417 in-lip, vmax= 14337 Ib9 • S s�Dc 346 y f ie!9 r Max Deflection = 0.76 in Fy= 2900 psi E= 2,00. x 10^6 psi • F,= 285 si 6Iu lam Camber(y)=E O 19 in(3,500 ft Radius) AcixlalSecttan Prq i C1es t . ..„ v6 Pcgii,red 5ectian Prapcmao _ SKr- bd'/6= 378.0 ;n3 > SREo = M_ / F' = 32t.9 in3.... OK • AAcr= bd = 126.0 in2 > AREa = 1.5'V_IP = 75.5 ;nz.... OK I =Wd2'/12= 3402.0 in' • W1110.1 FiieineeringV107 Plan 1979 13 of 37 • Sh,v 5 12 INNOVATIVE 29970 Technology Drive,Suite 204 Dst, 5/22/2005 STRUCTU AL IS[ ENGINEERING 9511 600 0032. 951 6000036 Fax 08-1107 ( } ( } • :° ::� . D�f(ec,tlrin Pcr 2007 CF3C 5ectian 23�5�3:2 6 Front of 2nd Floor • Total Length of Shear Wall 5cements= 14 '•'""-''`' ,Laud;f er Calcination 5hcet„p' `" �,�„+,�.�"'`.5eism�c�nd loud(9[s•angt�i•�_) , ,...,E Vv u ® Load,v= 3,270 Ibs x 1.4/ 13.75 ft = 3 plf �5hear 1Va�Types �."�2 H, Prr Detall 1tSfi2-E,�;alctilataon She t "-"``W 6" • Nona s," Hofdawr�ensron T3e>a,w'"•f�•,• .+ 2 x ( �+ P��C e ,.,..awe• "� �......«. _._.._ .... � .. .._.... .,.,a '''�Elastae'Sha'ar Wall_Dirptaccment b,e,;per C6G SacUan_2'SY3,5.32(Equaraon"23 J; ' 6:e = 8ve �vh f 0.75Ina � + hd. • EAb Gt b A = 5!!2ki Area of Boundary Element Cross Section(in) l?_pDO r': Yertical Elongation of Overturning Anchorage(in) 16,x.16r Elastic Modulus of Boundary Element(psi) e,,,Nail Pcformatlon(in)-Table 2305.2.2(1): • IWFastener= 55Z Sd Common Nail at Shear Wall Types 6,h,3,&2 6fet-a Increased a by 20% at S.W.Types 6,&,3,&2 for SOd Common Nail at Shear Wall Type 1 Non-Structural I Plywood (21/8"x.146') - = 0000r NallDeformation -Table2305,22 m 1 Rigidity of Plywood(Win of panel thickness)-Table 2305,2,2(2) 055,24/0 Span Rating,(15/32"-6p.W.Type 1,3W-All others) • kFl,a _ ' i 9:0Oyw``: Wall Height(ft) Maximum Design Shear(plf) • z:_~i »: _ '1"38:•:• Total Shear Wall Lengths(ft) ?S 0:5634i in. N Elastic S.W Pieplacement Per CAG'23O5.3.2+ . Supporting Beam Penection per 1605.4 AmplifiedElagtic 5}iear YVaIt;Dl�plgckiri�tlG�ItifelIc Range} S " • e'nASCE:7-05` io (Si6" uStaon':126 15-- . C j _ Deflection Amplification Factor 6. a Ca 6xe Table 122-1 I ] Importance Factor For Section W5.1' U .•, E_ _ Amplified Elastic S.W.Displacement Per F Allowable 5 w Rnft fl er ASC! 7 05 Scet:an 1212 Occupancy Category _ r A = 0.025h.. nHyx ;' = StoyHeght • a.� = 2/F in, 6. < Story Drift is CKI • • • • WAll07\Engineering\1107 Plan 1979 14 of 37 a� �'�'• 6 13 i N N U VAT I V E 29970 Technology Drive, Suite 204 Ua.e 5/22/2008 IS[ STRUCTURAL Murrieta, CA 92563 :p 05-1107 • ENGINEERING (951) 600-0032, (951) 600-0036 Fax -rGed��ll�od=�Bea�`�al ulatian. ? .� r 13= � �JGana e Header:Elev. A 'B &C . y J 07 ft • e 7G= �c�7 9�1F,07 12 F N,. Dead(psf) Live(psf) AL(sf) Reduced Live Load(psf) • Roof 20 0 20 O 57.8 20.0 Lr=Lo R1R2, R1= 1.02 R2= 1.00 Wall 14 0 $ A O 0�L 0.0 0.0 Roof Pitch= r :12 Floor 0.0 40.0 L=Lo(0.25+15/(K„ G)^0.5)) Izzrr ai#r ad .,..� P1= Ok Ibs from -t X1=Oft P2= Ib5 from UtX2= ftP3= � * Ib5 from W at X3= ft Roof = 40.0 p5f"( p .7_ ft/2+ 1 :ft)= 100 plf y= rr� Wall = 14.0 p5f"( 1 ft + �;�J_:;�., ft)= 14.p1f • Wk-=" Floor = 54.0 p5f'( ft/2+ 0'_::ft)= 0 plf Beam Weight= 10 plf+ W1= 124 plf PrGiaiJi1(farm_17� Cnbueilf 5adtm°" Start at X f t End at X= ft Roof = 40.0 psf`( C% =t/2+ 0-ft)= 0 plf Wall = 14.0 psf'( r, ft ft)= O plf Floor = 54.0 p5f"( Q ft/2+ 0 v ft)= 0 plf W2= O plf I?artcI1U"rJfirrlpU� r16uo '+li , � 5tart at X= 0 "ft End at X=�ft S Roof = 40.0 p5f'( 0 ft/2+ ft)- 0 plf Wall = 14.0 pef' + 0 p4f i Floor = 54.0 psf'( Y;. Q ft/2+ -�, ft)= 0 plf • W3_ 0 plf Fb 1.25 1,10' 1.00 1.00 �'�adsng'fZeaa`t3 . E 1.00 1.0o 1.00 1.00 R1= 1019 be, 92= 1019 Ibe F, 1.28 100 1.00 1.0o BrgArea: 1.63 in2 Area: 1.63 in2 Mmax=l 50444 1 in-Ib, Vmax= 1019 lb5 • ,_ t``i t?c T rYatb7 Max Deflection(Y)= 0.31 in Fb= - 900 psi D+L, Allow Deflctn(Y)=U 240 = 0.83-in.... OK . E= 1.60 x 10^6 p6i . F�= 180 poi Glu-lam Camber(y) O 12 in(3,500 ft Radiu5) ,r, a Acttsa!( ectxlx oP r ; ' V . 1¢ irC 5ecttan IT tt GIeS ;` 5nCI- bd2/6_ ...."73.8 in' > 5rEa = Mmax / F 40.8 in3 ... OK Anti= bd = 39.4 in2 > AReo = 1.5`Vmax/F v= 6 .... OK • I ACT= 1743/12= 415.3 1114 > I��o=Yact'l act/Yallow= 156' '. OK • pry r'de �e 1 X , 12 G4�',7orsgiay f ir.Grade#` ?_ • W:\1107\Engineering\1107 Plan 1979 15 of 37 • 6. 514 IS[• iPlNOVATEVE 29970 Technology Drive, Suite 204 atee: 5/22/2008 ® STRUCTURAL Murrieta, CA 92563 #< 08-1107 1 ENGINEERING (951)600-0032, (951) 600-0036 Fax _:_.r .yNC ••¢ter t. On� 51m �°o d opdF3eam Galculatiori Gar�Gaira e° Header E[ev. 1) �pn(►) ft i• Dead (p5f) Live(p5f) At(of) Reduced Live Load(pef) • Roof 2D 0 v 2Q 0� 156.8 20.0 Lr=Lo R1R2, R1= 1.00 1 K2= 1.00 Wall 340 r°0 0 0.0 0.0 Roof Pitch • Floor 14 O 40 0 0.0 40.0 L=Lo(0.25+15/(K„AY,)^0.5)) • Yo1r1t IAadS ;� P1= u I�5 from - �at X1= OY ft P2= ( Ib5 from -- at X2= ft • P3= r 0� I55 from -- at 0 '` ft • »'� ��_ :°fJnrftirir%- b �nad`W1;� Roof = 40.0 p5f*( ;1Ya"ft/2+ 1 'fC)= 220 plf Wall = 14.0 pof* ::, ft + 0 ft = 14 if • Floor = 54.0 p5f*( � �..__.: ft/2- 0 plf • _. Beam Weight 10 plf+ W1= 244 plf P.•arttalllll+?i�tsrmD€5tbutel1± _ 5tartatX O ft End atX= ft • Roof = 40.0 p5f*( r .0 ft/2 r 'C ` ft).= 0 plf Wall _ 14.0 p5f*( i�0 ft + ft)= 0 plf - � - Floor = 54.0 p5f*( ;;-<,Q•'; ft/2+ L ft)_• O plf W2= O plf • ;t �a131"ffrm(?"tlrrai � M1T3 Start at X= w ft End at X= ft • Roof = 40.0 p5f*( .;"17 ft/2+ c� ft)= 0 plf Wall = 14.0 p5f*( WWft + ft)_ 0 plf • Floor = 54.0 p5f*( a ft/2+ lift)= O plf • W3 O plf • tF� 1.25 1.00 1.00 1.00 _+- �tig I`PS JIt�. 1.00 1.00 1.00' 1.0o K1 2013 Ibs, K2= 2013 Iba 1.25 1.00 1.00 100 SrgArea: 3.22 in2 Area: 3.22 in2 • Mmax= 99665 1 in-Ib, Vmax=j 2013 Ib5 NO _ f3e5ign`1!aFue17 ,ate Max Deflection(Y)= 0:54. in. Fy 2325 psi"W D+L, AiloW Defictn(Y)=L/ 240 = 0.83 in.... OK E= 1.55 x 10^6 psi F = 255 i Glu--llRam Camber(y})= p0.12 lin(3,500 ft Kadiur,) .. "' '� £.n��.�J.�+{,aIfl�-;"LR.a�.�W':�'.�� ..�.«'i=��Je�Vr✓�'' }Yt' °e.tk.64P:5«".w: �:[I�����e�MlQr�4r�},�' ,_�: 5ACT= bd2/6= 82.3 in' > SREa = M. / F'b, 34.3 OK • AACT= bd = 41.6 in > AQQ = 1.5*Vf,.e /F' = &.5 in2.... OK • I ACT= b43/12= 488.4 in > IREo=Yact'I act/YalloW= 318.3 ;n4. OK TR`aC,e'' E.'L a> • e W:\11O71Engineering\1107 Plan 1979 16 of 37 • e: WA 1 r INNOVATIVE 29970 Technology Drive, Suite 204 Diatc=- 5/22//2006 • IS[ STRUCTURAL Murrieta, CA 92563 #: ' 06-1107 ENGINEERING (951) 600-0032, (951)600-0036 Fax • �°'rs-�'�':: ..-."� �Wrnd Loads� SGE�7 O �'tllloivable�ta-e�S��D�e.Sign .tZig[d�Strl��C�e,�"�f_=a=�0 Hz� Structure Period,T= ow-ro:20 f=1/T= 5.00 Hz > 1 Hz..... OK! • Basic Wind Speed (35-Gust),V_ f' 5?.I mph Figure 6-1 — x . Building Occupancy Category= MMOPP Table 1-1 • Wind Importance Factor,Iw= 1.00 Table 6-1 Exposure Category= ; " '=v` Section 6.5.6 .....-,. Mean Roof Height,h= Building Length, L= ;: ! 40' ft Figure 6-6 Building Width,5= �U "=° ft Figure 6-6 L/B= 1.00 Figure 6-6 h/L= 0.50 Figure 6-6 Roof Pitch = .{;ate :12, 0 = 18.4 degrees ® Topographic Factor,Kn= _,;:,_ ?_ 5ection 6.5.7&Figure 6-4 Velocity Pressure Exposure Coeff., Kh= 0.62 5ection 6.5.6.E&Table 6-3 Directiona4it Factor,Kd= ':. PAS 5ection 6.5.4.4&Table 6-4 Gust Effect Factor,G= •iOS g< 5ection 6.5.8.1 Enclosure Classification= ;:;rrida Ted`. 5ection 6.5.9 . Poof Veloc[ty Pressure,qh 6,a�= 9.75 - p5f q,=0.00256 KhKztKaV`I,,Sect 6.5.10 Mein Force KP>i5ting 5y�ter�'-.UeSignUy'Lnd Y, tiure `5� �52,��1 R'grd), • External Coefficients=Cp- Figure 6-6 _ 5ection 6.5.12.2.1, P= GC - {GC ,) Internal Coefficient=Gcpi- Figure 6-5 + Interna[ - Internal Windward Wail Pre55ure,P=qhG*(C,= 0.80 ) - qZ*(GCi= W, 18 4.87 & 8.38 p5f 2Leeward Wall Pressure,P=q,,G*(Cp= -0.50 ) - qh*(GGi= IA ;+;;; )) = -5.90 & -2.39 pof O Windward Roof Pre55ure,P=qhG*(C,= -0.06 ) - $*(GO -2.22 & 1.29 pyf P=qhG*(C,= -0.49 ) - qh*(GCr v0 9& ) _ -5.85 & -2,34 p5f • ® Leeward Roof Pre55ure,P=%,G*(Cn= -0.57 ) - qh*(GCi=1. 018 ) = -6.47 & -2.96 p5f �. 44 y hr Mft x h2=h,= h hL 12 5trJE?,Fif{X-DireGfidot3) r . b 2nd Fir Windward Wall,P1*h2/2= 36 plf • 2nd Fir Leeward Wall,P2*h2/2= -25 plf Wind R66f(Poe),P3*(hr-h�h2) = 4 p1f `46fi tJ�`lIMERI;y di E h, 1 yO Wind Koof(Neg),P3*(hr-h,-hz) _ -17 plf > -37 plf • Leeward Roof,P4*(hr-h) _ -18 r1f - > -41 plf 83 plf' -78 plf 161;Fir Wind Wall,P, (h2/2+h,/2)= 71 plf 1st Fir Lee Wall,P2*(h2/2+h,/2) = �� pli • • i Y 5h1 LZ • INNOVATIVE 29970 Technology Drive, Suite 204 Lqte 5/22_/2008 IS[ STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax RRO ° "^ e � � artl ua t�alyoio at,2=5tory Bwldi,ng • Proposed Project Location: City of Lake Elsinore, California Latitude,deg -0r0r.,ude,deg Governing Code: 2007Califomla Building Code(CBC) 33 7055 117 3227; *5oi15 Report: Albuo-Keefe Job# 1216.02 bated # 24-Jun-08 • _* .--„ „ :. a_ cake DeSig i '-.. .�ter� rof 2007 CDC) 5 -E 05` Dead�l3oad( MI MI A °? EarthquaS<e UeSign F'ai amrte Roof= 20} pof 5ite Claso= f7' Per Table 1613.5.2 Wa!I - " 10" � psf Short Period 5•A.,Sg= U565 . Total 2nd Flr= 30 pca; to Period 5.A.,51D; _ U5G5 Floor= :14 pof Site Coefficient, Fa_ 1.00 Table 1613.5.3(1) Wall= .,"( pof Site Coefficient, F = 1.50 Table 1613.5.3(2) • Total lot FIr= 34- pof 5mo=Fa5g= 1.50 EQ 16-37 • Total Weight = 64 Irof I 5m,=F„51= 0.90 EQ16-38 5D5=2/3 5ms= 1.00 EQ 16-39 • Vr 5D,=2/3 5m,= 0.60 EQ16-40 Seismic Design Category= D 1613.5.6(1)&(2) h Vf Height of Building,h„ 2000' ft F Reoponoe Modification,R. 145 50 '.: Table 12.2-1 Importance Factor, le= 1.00 Table 11.5-1 . Occupancy Category IL '.''' Table 1604.5 lei val` eral=`voice Seismic Design I arametere per Soils Report ao provided 1p 2 **Tableo listed above are located in Chapter 16 of Governing Code ... .A ..' V=CsW � .`'>�''.���'�,c:,��:�liridame�ita�Peisye�;(��).��'.`8�?t�=� • i Cs=5D5/(K/I) = 0.15 Ct = Table 12.8-2 C6=5D;/T(R/1)= 0.49 Max x= 0'' Table 12.5-2 Cs= 0.01 Min T=Cz(h„)"= 0.19 Base Shear,V= 9.85 of Lon Period Trans T p g u= ��", ' Figure 22-15 • Allow 5treso V/1.4=. -7.03 pof rn c 'm`` Wert(sect.12.3.4.21 p= ;100 Rho 1 q(5tributi0r�t o_f Fgr e£Lp�e echo 12"8:3 • Eh =P'Qe= 9.14 ' pef Wi hi Will EM0 *Fx(pof) sFx(p f) Ev=0.25D51? 30 41 '17' 510 510 5.84 15a3A = Roof(Vr) 34 85 2,39 799 3:31 Floor(Vf) . 64 0 0 799 O Base(Vr+Vf) *Fx=C xV Cvx=Wim /ZWihi • k=1.0 W:\1107\En0ineer1ng\1107 Plan 1979 18 of 37 • ,ji W 1 �e a 114N0VATIVF 29970 Technology Drive, Suite 204 5I22/2008 STRUCTURAL Murrieta; CA 92563 7Y1a 08-1107 • ENGINEERING (951) 600-0032, (951) 600-0036 Fax 1(V o v{hea INaffC)e>SIg .- Per CfC-Table 230Cb3.1 2iIG#SFIi�od ` Total Length of Shear Wall 5egment5 1175 • .. `� mrr Load 7 • Load - o ��s8 ' p5f x 28 fG x 19 ft/2 1 �3 b 4.75 Load p5f x ft x = 0 ft/2 • Load = ,0 00 p5f x ft x { ft f 2 Load = Y ,C1 DC1 p5f x ft x .'0 _ ft/2 = 0 Ib5 Load = OOp p5f x fi ft x r ft/2 = 0 Ib5 • Load = .y. p5f x G x ft x yOY ft Total 5ei5mic Load = �1553 Ib5 Load= 7'8�5 plf x t > ft /2 - 789 lb5 • Load= 0 plf x ft /2 - 0 #bs Load= ; O plf x 0 ft 12 = 0 #b5 Load= Q plf x �-eCt ft - 0 Ib5 Total Wind Load ,, 789 b5 '* Reduced by 2w/h per _a e • C13C Table 2305.3.4 5ei5mic 1,553 11,75 132 350 4 as applies Wind 789 1175 67 350 4 5 rap at Wdw/Door 2 WOW Hght 4 ft, Aspect Ratio= 0.5 :1 -�..' �r�Wat{I~��#aF'o5t&Nr�[drawti Design - a ,,. 15 W�1# 5hear Load a L Wali Ib5 Height= ft Overturning Moment(O.T.M.)= 12424 ft-lb Width = :m 1475 ft Re5ieting Moment(R.M.)= 21974 ft-lb r ib Dea I oad neWall `T O.T.M.- 0.9 R.M. _ -7352 ft-lb .,: Roof 9 ri r ft/2 Uplift= -498 Ib5 Wall 8 ft Uplift from Shear Wall Above= 0 Ibs Floor= 0 ;-ft/2 Total Uplift Pre.ice: No Floor to Floor Strap w/ No FuFt • Provide,: No Foundation Holdown wl No Post ; rgttt D ay C o#ecor,6&Up li 'a > g Total Lateral Load,V= 155:5 lb Top Plate Stress= 55 plf • Length of Diaphragm, L= 28:'M. ' ft Top Plate Drag Length= ;m=;9:,:. ft Diaphragm 5tres5,v=VIL= 55 plf Top Plate 5piice Load= 499 Ib5 Length of Shear Wall Line, Lw = -•x•- €3� ;;ft Provide: C516 Hardware Spacing = 95 "O.G. • W:\1107\;=ngineer4ng\1107 Plan 1979 19 of 37 . �ht� W 1 u 6 INNOVATIVE 29970 Technology Drive; Suite 204 13atte: 5/22/2005 STRUCTURAL Murrieta. CA 92563 #: 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax i'erforated 5h"RI M,ti/aii Design wl force Tranof r • �" f�r�o nd 0 e �fff g C©upled eam Amafogy der 23D5 3.8.1 p.iF ocx X:a,.`;�.:�G�r a.�,"�.""-. „ `�-�-�.-. .. - y.$. ---3�u:3L_ •.�µ .. ti 7.w _ •�"�,'.�.. 1ST.w�;a :::,. x Left of 2ndFEoar 3 a' I;� V,Shear � L" I; s`" �a(7eaWII Di r,�esiIon�eee' a c 5.W.Width, A 4 75 , ft B= .. ft • vll VIII [I C 7. f Ix iL f T F- 2I f IV W= 14.8 ft V VI xn xi 4 I=D+E/2- 5.33 ft • J=A+13/2= 6.25 ft L1 =C+13/2= 8.5 ft - - - u 0=D+E/2 3.33 ft Provide Type 4 5hear Shear Entire Wall with 0516 Above&Below Opening J' X K=V'[A/(A+C)] = 628 lbe • III �Y Y=K"I/J = 334 ib5 — I X=Y"J/I = 628 Ib5 II , • lY K [ T= [(Y13/2)/D] = 377 Ibo 0 I` Ty vl = T/(5/2) = 252 plf � s WM107\Eng+neering11107 Plan 1979 20 of 37 i • u z� • 7= [(K*(E/2))/A} = 264 1175 � II . w W= [(K*(E/2))-(Y*A)] /A= -70 Ibe K I oil = K / A- 152 plf 4 Y J J = K- T- 251 Ib5 III ��- uiii= J /A - 53 plf � 1 UJ K z i • �—A—aj • 1 ' K T— Q=[K*(E/2)/A)= 264 Ib5 �, Iv f=((Y*A)+(K*(E/2)))/A= 599 Ib5 • VIV= K/A= 132 plf 1 P K Q� A� f K �� D=V*H/W= 842 Ib5 N=((D!A)-(P*A))/F-= 435 b5 LL V R=((Q*A)+(N*F))/A= 508 Ib5 F N M=((K*F)+(Q*A)-(1Z*A))/F= 195 !b5 Provide C516 strap �1 f A uV= N/A= 91 plf 5/2 • -T L=K-N = 195 ibs • � uVI= L/(8/2)= 130 pif c L ® x_ I I K=V*[C/(A+C)]= 925 Ibe -T Y VI I VI l I Y=K'0/L1= 362 Ib5 X=Y*L1/0= 925 Ibs 0 • I Y. i W:\1107\Engineering\1107 f'fan 1979 21 of 37 wiz • T-[(Y*B/2)/D]= 409 b5 • T� v�l o u�,,,= T/(B/2) = 273 plf Governs Shear Type • 1z K w1 Y Z=[(K*(E/2))/C] = 390 Ibe Ix W=[(K*(E/2))-(Y*C)]/C= -95 ib5 'K u,X= K/C= 152 plf T J • J = K-T= 516 Ib5 �- VIII tz • v�„= J/G= 74 plf • K T>� x LU Q=[K*(E/2)/C] = 264 Ibs _ --L P=((Y*C)+(K*(E/2)))/C= 627 Ib5 Icy p f ux= K/C= 152 plf K xl D=V*H/W= 542 Ibe N=((D*G}-(P*C))/F= 565 Ib5 • " i U 1z=((Q*C)+(N*F))/C= 450 Ib5 c M =((K*F)+(Q*C)-(R*C))/F= 360 Ib5 ux,= NIC= 51 FIf iE3/2-1 u R xll L=K-N = 360 1b5 �. un= L/(15/2)= 240 plf • • WA1107\Engineering\1107 Plan 1979 22 of 37 5htt W 2 INNOVATIVE 29970 Technology Drive, Suite 204 - Date 5/22I2008 s STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951)600-0032, (951) 600-0036 Fax -- p W o0. 'er Waif Deg, n f CBC T, 6He 2306 3.1 ..rr� .a ef-t o tv65t("r l Mr OOM a[ Lengt Shear Wall 5egrr nt5 I1 5 lot h of a e ]}.2 INCle+,9m..l� LOid ...._..._.as _cu<? Wrxr.� .sa..,i .._J • Load psf x 282 ft x ft/2 3270 1b5 Load = D p5f x 0 ` ft x s -0 ft/2 = O Ib5 ._ Load = 0 pef x 0 ft x ;. G ft/2 = 0 Ib5 Load p5f x � a t x ft/2 O $5 Load = l?:Qr3u p5f x 0 m ft x 0 ft/2 = O Ih5 Load = r pef x O ft x '0 ft = O Ibs Total 5eicmic Load "270 "' Ibe Load Load = plf x zto it 12 - 1660 Ih5 Load= 0. plf x 0 ft /2 _ O Ib5 Load = Q pif x 0 ft /2 - 0 Ibh Load = D plf r. ft = 0 Ib5 Total Wind Load � 5egl e 6hear 1�11�Gheck per C6G�,T.�ble,?3L�F�4.1 ... "Reduced by 2w/h per CBC Table 2305.3.4 Seismic 3,270 11.25 291 350 4 a5 applies Wind 1,660 `S 11.25 148 6 260 Strap at Wdw/Door - N WDW Hghta ft, Aspect Katio- 0.71 '�s 5hear�V�/a�in1~nd€E'ns =& I Irrwrf i2eeyU�r d. orgt�CCSe Yi1at1 Shear Load at Wall= J Ib5 Height= ft Overturning Moment(O.T.M)= 26160 ft-lb Width a, ��a-"' ft Reoh3ting Moment(R.M.)= 9619 ft-117 Cnb�Dead Lr}ad p wk O.T.M. - 0.9 ' R.M. _ 17505 ft-lb ® Roof= ';,, 4 .ry ft/2 Uplift= 1556' Ib5 Wall = z= S ft Uplift from Shear Wall Above= 0 ` Ib5 • Floor= w" D '" ft/2 Total Uplift Provide: C516 Floor to Floor Strap w/ 2x4 Post . Provide: 5TH014 Foundation Holdown w/ 4x4 Post ALT. HTT22 Total Lateral Load,V= 3270 lb Top Plate Stress= 291 plf Length of Diaphragm,L= 8 ft Top Plate Drag Length = n'wl ft Diaphragm 5treos,v=V/L= . 117 plf Top Plate Splice Load=, O Ibs • Length of Shear Wall Line., Lw =1.'s -z•1�25re ft Provide: C516 Hardware Spacing= 15 "O.C. WA1107\Engineering11107 Min 1979 23 of 37 S E"6 - W3 INNOVATIVE 29970 Technology Drive, Suite 204 Date; 5/22/2008 STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax �� Sll'food5hearNa[[ Devin I'er'°CBC Table 230� 3�1 " �0 0Y"_ � no add Total Lengthf Shear Wall 5egment5 11.75 Load = 5 r psf x $ ft x 21, ft/2 _ 1717 Ib5 Load = 0 QO p5f x '0 : f� x ft/2 _ O Ib5 Load= :z OOmm; p5f x O ft x `0 ft 12 - 0 lb5 Load= 0 00 p5f x O ft x t ft/2 _ 0 Ib5 Load = 0?C�°�' p5f x 0 ft x ft/2 = 0 Ib5 Load= ftC�C1 p5f x0 ft x ft O Ibs Total 5eiemic Load Ib5 40 yp 4 4 find Loan Load = e pif" x°° ft /2 - 8,72 Ib5 • Load = 0 plf x !% ft /2 = 0 Ib5 Load= 0 plf x ft %2 = C Ib5 . Load= p (? if x 0 ` ` ft = C Ib5 Total Wind Load - 872 Ib5 177 Deduced by2w/h perCBC Table 2305.3.4 Seismic 1,717 i'."l 146 ae applies Wind 872 1175 74 Strap at Wdw/Door N, WOW Hght_ ft, Aspect Katio= 0.7 :1 �� , Bear WalI,1 rd #�o5t 'kroidown D&oj n n YlforsaCaSe all: Shear Load at Wall= 1 i Ibs Height= ft Overturning Moment(O.T.M.) = 15756 ft-lb With = 3175 ;ft Desisting Moment(K.M.) = 13944 ft-Ib • �7r{bT3ailt?ad Walt ' O.T.M.- 0.9 "• D.M. _ 1186 ft-lb Roof= „w'9' -f.ft/2 Uplift=. 101 Ib5 Wall= r'- ft Uplift from Shear Wall Above= ,'" Q Ib5 Floor= .• rJ � ft 12 Total Uplift- 101 Ib5 Frovide: C516 Floor to Floor Strap w/ 2x4 Post Provide: No Foundation Holdown wl No Post `-tr��7�t�.• ra ` -'� o_ecr�� i'�t'I,. C1e,�5"T,t+j,. Total Lateral Load,V= 1717 Ib Top Plate 5tres5= 61 plf Length of Diaphragm,L= 28 ft lop Plate Drag Length- . 16. ft ® Diaphragm 5treoo,v=V/L= 61 pif Top Plate Splice Load= 981 Ib5 Length of Shear Wall Line,Lw = :? 8 ft Provide: C516 Hardware Spacing = 86 "O.G. W111071Engineering11107 Plan 1979 24 of 757 "5h t W 4 ITtNOVATIVE 29970 Technology Drive, Suite 204 L�aty 512217008 • STHl1CTURAL Murrieta, CA 92563 ° 08-1107 ENGINEERING (951) 600-0032, (951)600-0036 Fax W00dsShea 1lNall De lgn' Pe'r BG'T b[e 23��:3.1. • Lr . �� 4. °-�- "x °� �• �. . .�„� Dear ci?r1d Total Length of Shear Wall m 5e g ent9 lomic Load 122.Load= 84 pof x ' ft x ft 2 = 32 Load= 0 (= pof x fi> ft- x �J ft/2 = C Ibe Load = �,0 OC I pof x W J ft x = ft/2 = D Ib5 • - - _ Load= � O Q_, pef x CJ _ ft x C ft/2 D Eby Load= 0 00 pof x z'l ft x 0 ft/2 = O Ib5 • Load= psf x O ft x O ft = 0 Ib5 Total 569mic Load= �A270, - Ib� Vv�nd:Load Irisasiolsof _ -:wx.,..,,a>a,".�,.«" `,,".a.,».,..m,w�,•..aw?' ,esw�&*Si�'. __artier %zx:_: .....a'�•i.7?a'�.,.,-...s=.k':, Load= '° �:�.O ``"'° p If xrgre ' ft /2 = 1162 Ib5 .;;.. Load p = If x �t�v =� ft /2 O Ib5 Load p[f x ft /2 0 Ib5 Load = n pIf x - Total Wind Load = 162 ib5 - ���° dnea ailpC}IPGI pPY r f bie.2 x�(J Ljs� e ,1 lutal j"f,ci f vet CIE �. t'r.,f iTy�F ' *"Reduced by 2w/h per C5C Table 2305.3.4 5eiomic 3,270 12.00 273 550 4 a5 applies Word 1,162 12.00 97 260 6 Strap at Wdw/Door lk WDW Hght J t Aspect Ratio— 0.7 1 Waif Lnc( Design Ca�P a(I 5 W� ot`� W i, Shear Load at Wall = :527G b5 Height= Spma ft Overturning Moment(O.T.M.)= 26160 ft-Ib Width „)2;t ft Re5i5ting Moment(R.M.)= 29124 ft-Ib as�Ti�Igead Loa kt?aN � O.T.M.- 0.9 R.M. _ -52 ft-[b ._. _. . Roof='=29 ft/2 Uplift= -4 Ib5' Wall = " r8 ft Uplift from Shear Wall Above= 0 bs Floor= f0 ft/2 Total Uplift= Provide: No Floor to Floor Strap w/ No Post • Provide: No Foundation Holdown w/ No Poet • [�iap . treTi� f�ar g`,Goiie;tar�;c��up">'late Dc�i�n��"�.:,, t Total Lateral Load,V= 3270 lb Top Plate 5trc�,5= 32 pIf Length of Diaphragm,L= '; 4Q,tm ft Top Plate Drag Length Diaphragm 5tre55,v=WL= L32 pIf Top Plate Splice Load = 1267 Ib5 • Length of Shear Wall Line, Lw = 4d; ft Provide: C516 Hardware Spacing = 65 110.6. W:\1107\Engineering\1107 Plan 1979 25 of 37 W 5 INNOVATIVE 29970 Technology Drive, Suite 204 Late` 5/22/2008 0 STRUCTURAL Murrieta, CA 92563 08-1107 0 ENGINEERING (951) 600-00327 (951) 600-0036 Fax Q, -- Y ooct hear l+Vaii DeSi n - Per CBCJ, ble 2506,31 ! 9 ev. , Total Length of Shear Wall 5e9ment5 13 15 5r L Lcud 5.25 Load = 5 84 p5f x ft x %5, ft/2 = 3270 Ib5 5.5 Load = WNWO DU p5f x t� ft x C, ft 12 = 0 Ib5 Load = {?DD`{ p5f x o ft x C ft/2 = 0 !b5 Load= 0Off �u p5f x ��.. {t x 0 ft/2 = O Ib5 Load p5f x C ;.ft x t ft/2 - 0 Ib5 • Load= C3dC r p5f x > ft x =0 ft 0 I'aF • Total 5ei5mic Load = 3270 Ib Wed Load Load = plf x 28 ft /2 = 1162 Ib5 ,.,. i7: _0. Load = Of x '< ft /2 0 Ib5 Load plf x ft /2 0 Ib5 Load -<: O Ib5 Total Wind Load - 1162 Ib5 • edz�hear Vdail' whack erCil 7Ub1e1�06�,1 �iIM dw }q , »x ' .�•.' Reduced by2w/h per �p • CI3C Table 2305.5.4 5eiomic 5,270 13.75 2.58 600 2 a5 app[ies Wind 1,162 13.76 65 600 2 5trap at Wdw/Door Y WOW Hght Aspect Ratio- 0 3 1 •' � •,-:"°' ... ate. 'aFiear Wati End-Poet&'HQIdoNn Dey�gn ' t 5!f i 'v� .,- a°Ts ._ ..*�r..x..c�.o,..•�'.:aa..s:s ir:as.�.s:�:-n-_r>Y-»r.;-�-&° :„�:».;�-,:t'..�rvi�"�.�..fl e Wvo ».SeVst3 5hear Load at Wall Height ft Overturning Moment(O.T.M.)= 26160 ft-Ib Width = =C% ;:;,. ft IZeyieting Moment(R.M.)- 39641 ft-lb t is �f;rif lie c1�Laaon 1'Uat ' 1s O.T.M. » 0.9 '. R,M. _ -9517 ft-Ib • Roof= 9':rt: ft/2 Uplift= , -680 Ibe Wall = w'`8', ft Uplift from Shear Wall Above Floor= ,_O;-`'� ft/2 Total Uplift= `080 Ibs 0 Provide: No Floor to Floor Strap w/ No Poet 0 Provide: No Foundation Holdown w/ No Post Ufa f�.r:,a' a Goltec'�'1ro�''r &'To i lat,c t7e5i'r� 10 Total Lateral Load,V= 3270 lb Top Plate 5trcoe= 82 plf Length of Dia hra m,L= `' - 9 p 9 .. <c Top Plate Drag Length= ° °18` :.ft Diaphragm 51:;ree5,v=V/L= 82 plf Top Plate Splice Load= 1472 Ib5 max.....:-- Length of 5hear Wall Line, Lw = m.. "4(7''J_ ., ft Provide: C516 Hardware 5pacing = 65 "O.G. W:\1107\Engi1eering\1107 Plan 1979 26 of 37 0 „ ,.5ht. W 5 • INNOVATIVE 29970 Technology Drive, Suite 204 Pare 5/22/2008 IS STRUCTURAL Murrieta CA 92563 4, 08 1107 ENGINEERING (951)600-0032, (951)600-0036 Fax A -- Perfo ated eheh ar �Ia{l DeSi ri wf Force Tran� er e EilZ: ���.t":f` Around 0 enln” 5 G66' r led BeamMfirialo .Ro per 2305 3.81 . . wa � gy • _ i5 e.�.,�: ,Front o�F*2�td�Ftoor - V, shear• 270 Ib� • W �,ae 5he�ryG!al flimenrian�W.k. = A '3 5.W.Width,A 2 ft v B= ft !II vl vlll Q C F • U 1." ' f r c7 . S �v x F�— (5 ft W- 16.8 ft • v A xu xl LL I =D+E/2= 5.55 ft J =A+11/2= 6.75 ft 1 L1 =C+113/2= 10 ft - - - Provide Type 2 5hear 5hear Entire Wail with • • ,�J•� G516 Above&Below Opening K=V*[A/(A+C)] = 1249 lb5 K'I/J = 616 165- — X=Y*J/I = 1249 11,5 IY K { �6/2�i III T= [(Y'5/2)/D] = 695 ibe . Y u, = T/(13/2) = 465 plf W:\1107\Engineerin0\1107 I lar 1979 27 of 57 } K u zi • I Z=[(V(E/2))/A] - 476 Ib5 � II S. w W=[(K*(E/2))-(Y*A)]/A= -140 Ibe • K� u„= K / A = 238 plf ' • Y J A J = K-T= 554 Ib5 • III Y U111= J/A = 105 plf tw z} �o-A-� • IY K Q=[K*(E/2)/A]= 476 Ib5 u, Iv P ((Y*A)+(K*(E/2)))/A= 1092 Ib5 + v,v= K/A= 238 plf f�.iK Q Q . m D=V*H/W= 1562 [be N =((D*A)-(WA))/F'= . 925 Ib5 vLL R=((Q*A)+(N*F))/A= 946 Ib5 • N M =((K*F)+(Q*A)-(IZ*A))?F= 324 lb5 Provide C516 Strap T� uv= N/A= 176 plf e i2 !, L=K-N= 324 Ib5 uv,= L/(15/2)= 216 plf �L Ll x K=V*[C/(A+C)]= 2021 [be • I vll vul Y= K*0/L1 = 673 Ib5 Y+V X=Y*i.1/0= 2021 Ib5 o IX K YI • W:\1107\Ergineering\1107 Plan 1979 25 of 37 w �B,z T � T=[(Y*13/2)/1)] = 759 11,o � v+l uyij= T/(15/2) = 506 plf Governs Shear Type r Z l!J } K • -- Z= [(K"(E/2))/C]= 770 Ibs Ix A W=[(K*(E/2))-(rC)]/C= -198 Ibs < u[= K/C= 238 plf ® � Y J J=K- T= 1262 Ibs .r- vlll UAII= J /C = 149 plf • Iz �� K x „ Q= [K-(E/2)/C] = 476 Ibs • } P=((rC)+(K"(E/2)))/C= 1149 Ibs uX= K/C= 238 plf Q P li K` xI 1)=V*H/W= 1562 Ibs N=((D'C)-(P*C))/F= 1515 [be f U K=((Q*C)+(N"F))/C= 859 Ibs M =((K`F)+((2'C)-(K C))/F= 707 Ibs up= N/C= 155 plf L=K-N = 707 lbo • Y.I uX„= L/(F3/2)= 471 plf - s - • WA11071Engineering11107 Plan 1979 29 of 37 Ev aIi't W 6 INN 0 VAT f V E 29970 Technology Drive, Suite 204 Date: '5122/2008 STRUCTURAL Murrieta, CA 92563 08 1107 E N G IN L E R I N G (951)600-0032, (951) 600-0036 Fax �-° Woa'dg�e.�r-�Wa(('Design f er G8C Table�306'3.Z FT1ot r[ gar Total Length of Shear Wall 5egment5 = 9:25 Load 9.25 Load = 5 8�}R:, p5f x =28 ft x 19 ft/2 = 1553 Ib5 Load - 33 p5f x .. 36 ft x 19 ft/2 = 1132 Ib5 Load = O,O7 p5f x ft x -O ft/2 0 Iba Load O.0,0 : p5f x O x ft x y U ft/2 = O lb5 Load = Q00 p5f x O ft x D = ft/2 = O Ib5 Load p5f x w£ 0` ft 0 b5 Total 5ei5mic Load= 26f35 " Ib5 • Load = 63 plf x 19 }_ ft /2 = 7,59 Ib5 Load = 121 plf x 1q . ft /2 = 1150 Ib5 • Load = D plf x ft /2 = Q Ib5 Load = _"UT plf x :rv0 ft = O Ib5 Total Wind Load = 1938 Ib5 �e� ear V4'ali�ChP s k per CB*C�t able Z xU,�G 41 - * Reduced by 2w/h per w ' al 1; (F:l yp • C8C Table 2305.3.4 Seismic 2,685 9.25 290 350 k • a5 appliee Wind 1,938 9.25 210 260 6 Strap at Wdw/Doorf*I, WDW Hght p ft Aspect Ratio - 0.9 1 - ShearV�all land f o5�,&;F[o[a�wn,I7eyi-n`' YVorSt Ca5e1Na1J ' ` Shear Load at Wall • Height8 ft Overturning Moment(O.T.M.)= 21480 ft-Ib Width = tly °` ft Regioting Moment(R.M.) = 13912 ft-Ib �` IQEb=head a a Wall O.T.M.- 0.9 I .M. = 8959 ft-Ib • Koof _ 9 v ft/2 Uplift= 969 I175• • Wall = 1C ft Uplift from Shear Wall Above= 0 w:; Ib5 Floor= `1�5 � ft/2 Total Uplift Provide; 5THD14 Foundation Holdown w/ 4x4 ?051; ALT: HTT22 .. aphra e a a old Eta y 4&.70 Ca;x}7c5,g S Total Lateral Load,V= 2685 ib rop Plate 5treoe= 75 plf Length of Diaphragm L 36µ ft Top Plate Drag Length= r 15Y'" ft-..:-.ski-• h...:... • Diaphragm 5tre55,v=V/L= 75 plf Top Plate Splice Load= 1119 Ib5 .Length of 5hear Wall Line, Lw = :1s _ m:R ft Provide: C516 Hardware Spacing = 71 "o.c. WA1107�Engineering\1107?Ian 1979 30 of 37 ht W 7 INNOVATIVE 29970 Technology Drive, Suite 204 date'_ 5122/2008 STRUCTURAL Murrieta, CA 92563 ,a#: 08-1107 ENGINLERING (951) 600-0032, (951) 600-0036 Fax • .:.:..; xr -a..«F; n vex" 3. - �i � loodU�he°���-WaIEDe�Ign - PerGe Table 2306:3.f L eft Oj ii2,ra, Total I Pngth of Shear Wall 5egment5 "20' SE1y 11G Load v GG • Load pef x 2 , x 0 ft/2 3270 Ib5 Load - 3 51 pef x 37 ft x % ft/2 - 2449 Ib5 • Load= {}OD psf x 0 ft. x O ft/2 = 0 Ib5 • Load= O Dt pef x O ft x ft/2 = 0 Ib5 • Load= 00 pef x 0 f x 0 ft/2 - 0 Ibe • Load= Oflt2 pef x ;O : ft x 01 ft = 0 Ib5 Total 5ei5mic Load= 672b ` 7 Ib5 Load = 8 Vr plf x 4d ft 12 = 1660 Ib Load = a7 p3f x ft /2 2420 Ib • Load = Q.w pif x s ?' ft /2 = D I�5 _ - _Load 4, -.;. plf x ' (�� ft 0 Ib5 • Total Wind Load - 3©. ` Ib5 • "I All5egm 51earUt�ll ecl:perG'TuF�Ic,23L�i4 - ' I �n��, Reduced by2w/h per (E1,xb it, Il + C15C Table 2305.3.4 Seismic 5,720 20.00 28C 350 4 • Bea fiee • pp Wind 4,080 20.00 204 260 6 Strap at Wdw/Door N WDW Hght _ ft, Aepect Ratio = 0.4 1 • _ _ _11-M shear Wall End,Po t&_l7oldown Deei n • W1� 1� a 1AYfal1 "� Shear Load at Wail = 5720' Ibo x�� ti Height= K£? ft Overturning Moment(O.T.M.)= 45700 ft-lb Width= 2 'zw`s ft Reeioting Moment(R.M.)= 64400 ft lb • ��rb?e d La in" � ti O.T.M.- 0.9 R.M. _ -12200 ft-lb • RoofY= 21 ft/2 Uplift= -610 Ib5 Wall = ft Uplift from Shear Wall Above= ?55i3 Ib5 a=: E /Floor= Ok Total Uplift= 9F; Ib5 ft 2 Provide: 5TFID14 Foundation Holdown w/ 4x4 Foot ALT: HTT22 °.�a�hra�m��tre��,�(�rag� ollectvf��c�eTop'PIatP t�egn Total Lateral Load,V= 5720 lb Top Plate 5tre5e= 229 plf Length of Diaphragm,L= -3.9. ft Top Plate Drag Length = ft • Diaphragm 5treee,v=V/L= 147- plf Top Mate Splice Load = 686 ]be ._ `~ Length of Shear Walt Line, Lw _ ..„F. ; ... fi Provide: C516 Hardware Spacing = 23 O.C. • WA1107\Engineering\1107 Plan 1979 51 of 37 W 8 29970 Technolo Drive, Suite 204 U'atei 5/22/2008 INNOVATIVE 9Y • STRUCTURAL Murrieta, CA 92563 *: 08-1107 • ENGINEERING (951) 600-0032, (951) 600-0036 Fax -- :��.:�man 9 �•�-.�. u -,§ I food Shear II DO n Per CBC Table 2346 3:1 • INN I -« x hi of 1�1 liar • al Len th of Shear W311 Seem nt5 _ 1�t 5 lot e 9 ate._ »»-a=•+ ,„' ' , 5ari5m�Load <: 14. Load p5f x 28 .. ft x 21 ft/2 _ 1717 Ib5 Load = = 3 31 YY p5f x Y-) ft x 21 f;12 = 1355 Ib5 Load= D O p5f x 0 = ft x 0 ft/2 = 0 Ib5 Load= IMO D©! p5f x ft x O ft/2 = O Ib5 Load= p5f x n ft x 0 — ft/2 = O Ib5 Load= rx C?t?D p5f x D ft x 0 ft _ 0 Ib5 �... ..... .. u_ Iota!9ei5mic Load Load = B � plf x 21 ft /2 = 872 Ib5 Load = r:121sm plf xi -- ft /2 = 1271 Ib5 Load = plf x '.L? ft /2 - O $15,_.:..: • Load= pIf x U ft = 0 Ib5 ® Total Wind Load Ibe , . - - menfe. .ear ,��lhGhctk er CfSG Tablc 2306. , xa a 1fi<i ` Deduced by 2w/h per ,- t Wrci `ftt} �r i'1 , C5C Table 2305.5.4 5elomic 3,072 14.50 212 260 6 a5 applies Wind » 2,142 14.50 148 260 6 • 5trap at Wdw/Door N WDW Hght ` D ft Aspect Katio= 0,6 :1 -•e } s �w : rer i%ilnd.Po & oidown7e51gn • f h+ ar Shear Load at Wall_ °3072 Ib Height .L Via: ft. Overturning Moment(O.T.M.)= 24576 ft-lb Width ._14:5:.; ft Keoioting Moment(K.M.)= 34187 ft-lb • ll-*I7,Et—lA MU 'rrbD adLvKI NOW O.T.M.O.T.M.- 0.9 K.M. _ -6192 ft.-ib • Koof_ _ 9?; ft/2 Uplift= -427 Ib Wall = �1 ft Uplift from Shear Wall Above • Floor= 1k6e ft/2 Total Uplift • Provide: No Foundation Holdown w/ No 1`05t pol3ectvr6`& 1vp �i • Total Lateral Load,V= 3072 Ib Top Plate 5treoo= 79 plf Length of Diaphragm,L= ;.,:: 3cJ::::::_a ;ft Top Plate Drag Length = ''20 ft • Diaphragm 5tre55,v=V/L= 79 plf Top Plate Splice Load= 1576 Ib5 Length of Shear Wall Line,Lw _ kt_ = ft Provide: C516 Hardware Spacing = 67. _ "o.c. • W:\1107\En6ineerin0\1107 Plan 1979 52 of 37 i • t,t W 9 • INNOVATIVE29970 Technology Drive, Suite 204 T) te 5/22/2008 • STRUCTURAL Murneta, CA 92563 +: 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax A -- ®e 19 Pe"r CBC�Tabfe 250615 • Y C'.t:t r`e�i=1F_1C�or•; Total Length of Shear Wall 5egment5 9 5eimlc.'f'oad 9 Load= p�,f x 4.0 ft x 28 ft/2 = 3270 Ib5 Load = " 31 ` p5f x 40 - ft x i� ft/2 = 1192 Ib5 Load = �t7p p5f x 0 t x 0 ft/2 = 0 Ib5 Load = :' QOC1> p5f x 0 x 'G ft/2 O Ib5 -:Y,.,.•:;v;.,... ft/2 0= be Load = ; :,�,Q:C7.t7....�';>.: p5f x O . " it x G�_� • Load = rJ p5f x C? ft x '0 ft = 0 Ib5 ® Total Seismic Load = _ Ib5 71, iInd L'aa ( Load = 8301 pl{ x2g ft /2 1162 Ib5 Load = r' 21,a - plf x n ft /2 - 1059 Ib5 • Load = � D If x D �k ft /2 _ O " Load Of x �� ft � O Ib Total Wind Load = 225 Ib5 egmen MM Reduced by 2w/6 per `: ( _ • CBC Table 2305.3.4 Seismic 4,462 9.00 496 600 2 as applies Wind 2,251 9.00 250 260 6 Strap at Wdw/Door 1J WDW Hght_ : (? ft Aspect Ratio 0.9 1 • iear Wall F Post&HoCdoK%ri [)ea�gn Yt{ rzal M Shear Load at Wall Height= :�8= .ft Overturning Moment(O.T.M.)= 35696� ft-lb Width= RF ft 12e5i5ting Moment(R.M.)= 24887 ft-Ib 1rbDad�taadranSW 1 O.T.M. - 0.9 R.M. = 13297 . ft-lb Roof ft 12 Uplift= 1477 !b5 Wall= :'^ 16�'" ft Uplift from Shear Wall Above= 0' €b5 Floor= ` � 1 ' - ft/2 Total Uplift= 1477. Ib5 �r'�ovide: 5THD14 Foundation Holdown w/ 4x4 ?opt ALT: HTT22 �� _' grn r?�re 52 Dreg Gv[lettors&;?o�i'rlav Ueh, n Total Lateral Load,V= 4,,`-62 1b Top Plate 5tre95= 112 plf . Length of Diaphragm, L= , 9 t Top Plate Drag Length= 20. ft Diaphragm 5tre55,v=V/L= ._ 112 plf Top Plate Splice Load = 2251 Ib5 Length of�5hear Wall Line,Lw = :"4Q ft Provide: • 2-0516 s Hardware Spacing = 47 "0.0. • W:\1107\EngHeering\1107 Plan 1979 33 of 37 • sht- W 10 INNOVATIVE 29970 Technology Drive, Suite 204 lea e:` 5122/2005 STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951)600-0032. (951) 600-0036 Fax `n U�Od „�.- ?ea1�"UUIi1�eg� f'er CBGabfe 23D6 5 1 Total Length of Shear Wall 5cement5 8 • �' -. � ' - 5ei�tn�c f_oad r� Load= 3 3C paf x i v x Fj ft/2 = 1854 Ib5 Load = 0 00 pef x O ft x ft/2 = 0 Ib5 Load = �. D O{7 ��� p5f x U � ft x >v 1 ft/2 - O Ib5 y?�Load = ��tJ�ll); ;� p5f x '.0 ft x 0 ft/2 O Ibe ® Load = 3, .,00Qi p5f x :�"'c ft x =0 ft/2 - 0 Ibe Load = 7 ©0 p6f x C1 ft x Q ft = C Ib5 Total 5eiemic Load ® -cr.�— is •� .a':: . : . , i ax r.-,r,•.._....:ca.�'sd"ar�-a"r-rriax?a-=','^s»tdx.gym.ee n, - ;. .. Load = 1 T plf x 2�3 ft /2 = i69Z, Ib5 Load= Of 0s` ft /2 = O Ib5 - Load= � ,zia plf x '.0 �� ft 12 0 Ib5 Load = Q plf x ft = O Ibe ® Total Wind Load n .- - - eg � �kaear Wail Check pFr4LY�Table 306: •_, Cj 'F�'. CI;G v�rVJj.%41''�"v)�*ir•'sS SV{ tr�.a`r ; .k... 4 "'Reduced.by 2w/h per r CBC Table 2305.3.4 5eiemic 1,6ED4 6.00 232 260 6 a5 appliee Wind 1,694 5.00 212 260 6 .Strap at Wdw/Door= it:IV°sg>, WDW Hght C7 ft Aspect Ratio- 1.0 1 . ��_. ._. �#r'earxlNall�End�oSt&'F±oldoivnDe�l�n .�:.�: •anx,.�..�-�..�-, - ..max �� r -,.. ,= � ��,��.; Ib5. • . .. Wat; afls� _ Shear Load at Wall Height= ; 8 ^" ft Overturning Moment(O.T.M.)= 14832 ft-lb. Width = xx _ . �$ ft Re5i5ting Moment(R.M.)= 9782 ft-lb Tribl7ead Lan'Yti* O.T.M.- D.9 "' R.M. = 6028• ft-lb a _. ..- _....-..._ a • Roof ft/2 Uplift= 754 ibe Wall = 8 ft Uplift from Shear Wall Above= ( Ibe Floor_ 2767p r ft/2 Total Uplift- 764; Ib5 • Provide: STHD14 Foundation Holdown w/ 4x4 Fo5t , ALT: HTT22 Lira h E to OWN r:-Milectory • Total Lateral Load,V= 1654 Ib Top Plate 5trceo= 232 plf Length of Diaphragm,L Top Plate Drag Length ft Diaphragm 5tre55,v=WIL= bb plf Top Plate Splice Load = O Ib5 Length of Shear Nil- Wall Line,Lw ft Provide: C516 = a Hardware Spacing = 23 "O.G. WA1107\Engineering\1107 Plan 1979 34 of 37 0ht W 11 ® INNOVATIVE 29970 Technology Drive, Suite 204 Date: 5/2?./2008 • STRUCTURAL Murrieta; CA 92563 08-11Q7 ENGINEERING (951) 600-0032, (951) 600-0036 Fax ' flWa d 5har'�INaI1l7e5fgi PeeC Table 2346.31 , � i 1 Pr t�of 6 it �F1�Var i e a=�r EEvv A) • Total Length of Shear Wall Segments 3 �ej a,r,i ip Load Load= �{1,•^ p5f x �" fl, .,. it x 2b , ft/2 = 5270 Ib5 1.5 • Load = 3 psf x 4Q fG x ' ft/2 = 2449 Ib5 Load = 0 0 5f x 0 ft x U = ft/2 = 0 Ib5 p Load = p QQ ;' p5f x C ft x Po U ft/2 = 0 Ib5 • Load = =Q GQ p5f x - 0 ft x tl 0 ,` ft/2 _ 0 1 b5 • Load - £r'Q00 p5f x ft x Q ft = 0 Ib5 Totaf 5ei5mic Load= 572Q Ib5 n ' +� Load= ?5 plf x 28 ft /2 = 1102 Ib5 • c Load= �12> plf x �9 ft /2 = 2360 Ib5 • - Load plf x -; (D. ft /2 = 0 Ib5 Load = K fl, f x 0 ft = Q Ib5 Total Wind Load = 3522. Ib5 Shear Wall Erd Poat&sHoldawn Design Wore Ca V a[I 5hear Load at Waif Height= '.�: 8'�;�;; ' ft Overturning Moment(O.T.M.)= 22880 ft-Ib Width= ft Keslstfng Moment(K.M.)= 500 ft-Ib rib I3ea o d on tVal O.T.M.- 0.9 R.M. = 22424 ft-lb Roof 10 - ft/2 Uplift=* 14950 lb5 wall � �16 ft Uplift from Shear Wall Above b5 Floor ft/2Tntal Uplift_ ° 14950 Ib5 rF, vide �' m HF$x181 i%S Fady 1'ane,5 ' ., pltr I�a[it� L OtIBGC3T'3 tgcCJJIEi F-�P51U { Total Lateral Load,V=. 5720 Ib Top Plate 5trcrs= 520 pIf Length of Diaphragm,L= ° °g {}0= =; fC Top Plate Drag Length= =ws ft Diaphragm Stress,v=V/L= 143 _ pff Top Plate Splice Load = 1500 Ibs Length of Shear Wall Line,Lw = =`°�`��=1,�--=-- _: ft Provide: G516 Hardware Spacing = 10 "o.c.. WA1107\Engineering11107 Plan 1979 35 of 37 i • W 12 INNOVATIVE 29970 Technology Drive, Suite 204 -I2212008 STRUCTURAL Murrieta. CA 92563 # 08-1107 . ENGINEERiNG (951) 600-0032, (951) 600-0036 Fax Iwo 5 ��hear:,Wall.DeSig� - Per G�3G Table 23D�o.3.1 . 12 Fllbnt_of Garage (Wore>, Gaye ale M total length of Shear Wall Segment! - . '4:B4 n,ic luau .» .� 7:42 Load 331' p5f x �O t x 1; .. ft/2 _ 728 Ibs 2A2 Load = D OU p5f x i t x C ft/2 _ O Ib5 Load = D f)C3 pef x G ft x 0 ft/2 - 0 I1b5 Load = 0 0C? PO x C ft x . :'`t ft/2 = O Ib5 • Load = =O 0C?__ ; psf x G p ft x n :• ft/2 = 0 Ib5 Load = gg Q QO p5f x C ft x •Q ft = C Ibs Total Seismic Load = 72P� £ Ibs dJrnd Load '�-• .:x�=-^ r,Ll dxxA:`zse.N`: wr.: dft*A?sdi � dK�_rm�s..:...,au--»_. . Load = 1 1 plf x ft /2 - 666 Ib5 • Load = p ?If x ) ft /2 = O Ib5 • Load = � plf x 0 ft /2 = O lb5 • Load = Q plf x t3 ft - O Ib5 Total Wind Load - 6C�F Ibe Iwo egmcote d:SEi .rl]Che�4 jaer CPS F�bie'23t)&. • ""Reduced by 2w/h per t ;tE;i { ��YAYAI e • C15C Table 2305.3.4 5ei5mic 725 4.54 150 157 6 as applies Wind p 666 484 138 260 6 Strap atWdwlDoor �N WDW I gh Aspect Ratio 33 � or5,�t yCa�e Wail„«� .-._.� shear>nlall �nd�PShear Load at Wall t. ' s e �e. - 50 ln5 Height= 8 ft Overturning Moment(O.T.M.)= 2912 i+ 'b Width.= 2} ft Resisting Moment(R•M.)= 445 ! Ft1b�DMe d k° an Y�l 11 O.T.M. 0.9' .R.M. 2511 Ft-i;; Roof= r 4 ft/2 Uplift= 1038 Ib • Wall= 8: ft Uplift from Shear Wall Above= O Ib5 • Floor O ft/2 -Total Uplift= 1038' Ib5 Provide: STHD14 Foundation Holdown w/ 4x4 Fort ALT: HTT22 • e... _ �. �s • Total Lateral Load,V= 725 lb Top Plate Stress= 35 plf Length of Diaphragm, L= ,2,,.,.- ft Top Plate Drag Length= 8?,z ft . Diaphragm 5tress,v=V/L= 35 plf Top Plate 5pl ice Load = 277 Ib5 Length of Shear Wall Line, Lw ft Provide: C516 Hardware 5pacing = 152 110.0. • WA11071En0ineering11107 flan 1979 36 of 37 h F 1 f 29970 Technolo Drive, Suite 204 pa1,P! 5/22/2008 IfdPdflVRTIVE 9Y IS[ STRUCTURAL Murrieta, CA 92563 # 08-1107 ENGINEERING (951)600-0032, (951) 600-0036 Fax m -: : Cosa a ltivnal ouindatior1 'ti Eir . . Das.igr%Valiae5 Allowable 5oil Bearing Prcerure(pef) = 2G?00 5619 Report by: Job Number .; r Date• -may, �'�i:�':i`J�"ne � 2008w: iiimu°rri l3eaa irii r:Wall'Loa`d; • Roofm= «'_'.4(1' p5f "{ -' /2 + , } = 620.0 pif • Wall a, paf " ( i €a: + �_ } = 224.0 ; ;.;... Floor s r5:4 5f " /2 + = 432.0 r� Peck 4r p5f ( p< /2. + s:.: ) = 0.0 at Cant,Deck only, w= 1276.0 pif OonGirio: aooiUrRl7egign:` • Required Footing Width= 1276 /( 2000 - 50 ) 0.65 ft 1-story Footing: 2"' "x 3 - "w/5teei Reinforcing Per Plano • 2-5tory Footing: n,1 "x 18 "w/Steel Reinforcing Per Plans 'A1.Iowabie Poi t;Load'at'Foofi P max=S.B.P.x 5 x Width/144 5=2 x(Depth +51ab Thickne59)+Po5t Width F max at 1-5tory= 5833 lb P max at 2-5tory= 9792 lb ' F1 24'"5q.x xz "Dp.Pad Footing wl(3)#4€30T.EA WAY Pmax= 7100 LB F2 .'30 "5q.x kwL! _ " Pp.Pad Footing wl(4)#4 SOT.,EA.WAY Pmax= 11075 LB F3 36 "5q,x ` 18 " Pp.Pad Footing wl(5)#4 SOT.EA WAY Pmax= 15975 LB F4 -42 "5q.x 1 " Pp.Pad Footing w/(6)#4 50T.EA WAY- Pmax= 21725 LB F5 5q.x 18 "Pp.Pad Footing wl(6)#4 50T. EA WAY Pmax= 28400 LS • WA1107\Engineering\1107 Plan 1979 37 of 37 • • • f aa��a?. 29970 Technology Drive Suite 204 • INNOVATIVE 9Y ® IS [ STRUCTURAL Murrieta, CA 92563 ENGINEERING Phone: (951) 600-0032 Fax: (951) 600-0036 • • • • Structural Calculations for: • • Plan 2400 • • • • • • • • • • • • • • • • • • • • • • • 0 • IS[ kNNUVATIVE 29970 Technology Drive,Suite 204 `)ates 5/22/2008 STRUCTURAL Murrieta,CA 92563 #' 06-1107 ENGINEERING (951)600-0032,(951)600-0036 Fax d -- oGVOOd` 5P,a Gul"a lOt1, M Hea r� -k" D� Magter Bedt�aom• _. P.. f ) °5"2 ft • Dead (psf) Live(psf) AL(sf) Reduced Live Load(psf) • Roof `�2QO 207�*v3 182.4 20.J Lr=Lo IZ1R2, Rt= 1.00-1 R2= 1.00 Wall= w; 14.0 a:0:t?:,, " 0.0 0.117 Roof Pitch= 4 r:12 • Floor= �� 14EEba `4D:Q ,. 0.0 40.0 L=Lo(0.25+15/(Kii A')^0.5)) Ibs from µ at X1=Eft, P2= G?`:::`�f Ib5 fromP3= f§ g ;`: &lbs from :'ti at X3= ft • A Roof = 40.0 psf"{ 38 ft/2+ ft)= 715 plf Wall = 14.0 sf ft + II 1 - - -_._...._...,.... Floor = 54.0 af' �;=..: ft D plf • Beam Weight- 6 plf+ W1= 756 plf artnaf lliiiflus?i3�`Di ributed•{1440 ,S F Start at X 0 ft End at X= r'O ft Roof - 40.0 psf'( :p ft/2+ ff ft)= 0 plf WalI = 14.0 psf' ft + ft)= 0 plf Floor = 54.0 psf'( k.:.»Q ft/2+ ft)= O plf W2= 0 pff ;: i 1 i%6„i fied'3 riad U i Start at X= ,, ft End at X= u C3" ft Roof = 40.0 psf`( 0 ft/2+ ft)= 0 plf Wall = 14.0 psf HBO,. ft 0" ;ft)= 0 plf Floor = 54.0 psf"{ „...fl,"' ft/2+ L ft)= 0 plf W3= 0 plf • ;.' ,,,"AdJusttnen�GFaotorza{G}.�€��. �k • Ft, 125 1.30 1.00 1.00 L�'adiny.F'e kt5 E 1.00 1.DO 1.00 1.0o K1= 1930 Ib5, R2= 1930 ji,'n2 F 1.25 1.00 1.00 1.0o i3rgArea: 3.09 in2 Area: 3.09 Mmax= 30393 in-lb, vmax= 1930 ,v ,al G5igtl-vsl�ss.. ;e Max Deflection(`)= 0.07'in , F1,= 900 p:i 0+L, Allow Peflctn(Y)=U 240 = 0.26 in.... OK • E= 1.60 x 10^6 psi F = 180 p5i Glu-lam Camber(y)= 0.01 in(3,500 ft Radioc) N ::._ ' t `ih'fi 1' ode e5c,- Ys Re"1is u#€ ..IQ.mpKiipertie5:. •sue .. ;.w....�.w...t�- .. .. .��:�_��.° .:•�" �� �._._______ 3.. �. SACT= 1242/6= 30.7 i113 > 5KEQ = Mmax / F'y= 20.8 i 13.... OK AAci= bd = 25.4 in2 > ApFa = 1.5"V. /F,.= 12.9 in2.... OK I ha= bd3/12= 111.1 in4 > I�ro=Yact'l act/Yallow= 29.9 n'}.. OK • �r .. ` F3R" a %T ` � >X A u 54�=Goiigla5 Flr70ra e 7. • • W:\1107\En0ineering\1107 Man 2400 2 of L' • 3iZ 8 2 SE11 N 0 VA T l V E 29970 Technology Drive, Suite 204 pate: 5/22/2008 STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951)600-0032, (951)600-0036 Fax t� - • ... ^_. .a- • 1 �5u .' _oor ��a1 :CIculatlon rm • 2 �' Neaderat r.gfMa�� er Ber�room Dead(psf) Live(psf) At(sf) Reduced Live Load(psf) • Roof 20Q 2 f3 126.9 20.0 l-r=Lo R1R2, R1= 1.00 1 K2= 1.00 Wa I I= 4 D sC O .^.i� 0.0 0.0 Roof Pitch 4 } 1:12 Floor- 0.0 40.0 L=Lo(0.25+15/(Kri At)^0.5)) • sas: MZfrorn � "mµorttL` c P1= from Girder Tr.�aa � at X1= �18 ft P2= at X2= fJ.O ' ft P3= Ibs from at X3= (?,D`''ft • ",�,..E3rrtformIIi�trrbtitLed 4t�d,1�Jt;=^ ,=' Roof - 40.0 psf*( 2 :T ft/2+ Mft) ft)= 80 plf Wail = 14.0 psf*( 1 Ft + ft)= 14 plf Floor = 54.0 psf"( =q,„ ft/2+ = 0 plf . l5cam Weight=. 10 plf+ Wt= 104 pff P rCialyUhrfarm#?1ti ;bated"1 toad,t�/ �`= .:w. s Start at X 175 ft End at X= ;525�£ft S Roof = 40.0 psf*{ fin ft/2+ Qi`"ft)= 635 plf Wall = _ 14.0 psf*{ ==�p:'��.ft + ;--� ;ft)= O plf . ..... . ..:... Floor = 54.0 pef*{ `, �ft/2+ a' .. ft)= 0 plf W2= 635 plf 'artiiJriifCfisi3l' l edl'oa�I; Ju R Start at X= :C ``ft End at X= ``0" ft Roof = 40.0 psf*( t ft/2+ 13Z ft)= 0 plf Wall = 14.0 psf*( Q? ft + MrO""`°;ft)= 0 plf ....... .... Floor = 54.0 psf*( 0, ft/2+ i!,FDA,;=ft)= O plf W3= o plf Fb 1.25 1.10 1.00 1.00 Laing CKe5J;t5 • E t.00 1.00 1.00 Too 91= 3179 Iby K2= 2637 ib5 F 1.7 1.00 1.00 1.0o DrgArea: 5.09 in2 Area: 4.54 in2 ♦� - Mmax=1 70523 in-lb, Vmax=l 3179 Ibs "'" �''DaSi"171�a1U°e ;.:=• .-_ Deflec 4Max = in Fb= 900 psi. D+L, -Allow Deflctn(Y)=L/ 240 = 026 in.... OK • E= 1.60 x 10^6 psi • F = 160 p6i Glu-lam Camber(y)= 0.01 in(3,500 ft Kadiue) • `At<Guat ectiior P ap Le_son 2 ONM MORROW ton Peleo.:... M 73.8 7.0 5ACi= R OK AA,,= bd = 39.4 in2 > AREQ = 1.5*V,,./F'*= 21.2. n`,... OK • I All= bd3/12= 415.3 in > Ier,=Yact*I act/Yallow= 57.8 ill . OK • P,r vd "x ii n A�7 (7f fig 9 ,�][ G1adE r • A BE " ..h.........1 Fa=t�i..... ...e .«= �a'F'��-Yd"�'44^a..�. a ;kc' -x ,.ctititia.r,nc:._�=. .•.-ate, {�•L.m:` • W:111071EngineeringM107 Plan 2400 3 of 38 • 5f t 5 3 ® INNOVATIVF 29970•Technology Drive, Suite 204 1r4 t4' 5/22/2006 IS[ STRUCTURAL Murrieta, CA 92563 # 08-1107 ENGINEERING (951)600-0032, (951)600-0036 Fax `�>4 '`i"`._IYC-'� °N*+�. n.- ^�La. es x. _• a c.zS"._i' .`..^ cat*- •^ Slam l 1,.v,,, _or e20",VOMN1,O�am Cft alcAula �4n = 3;� � = tv_� ��Heade at�l�earcrF FamlEy :� _�acl +rr�t1t77+� 1077f7c`11 aka 3, �. ee�:e Dead(p5f) Live(p6f) Ar.(6f) Reduced Live Load(pef) Roof = .•20 D 182.0 20.0 Lr=Lo R;R2, R1= 1.00 R2= 1.00 Wall 14t3 Q 0.0 0.0 Roof Pitch=F .12 Floor wi4 E1 40 a`, .w 91.0 40.0 L=Lo(0.25+15/(K,At)^0.5)) VkOPoint 1 o rd P1= _ ;,: Ibe from PI- at X1=M ftP2= cfs Ib5 fromft ,��-� � Ib5 fromfC • Gt;�crrri`?Di�ti-ib%ited tload;;�,:�_ .*:..`;; Roof = 40.0 p6f*( ;.'.5.'? ft/2+ Mft)= 713A plf plf Floor = 54.0 p6f*( L _ ft/2+ ft)= 467.9 plf . 5eam Weight= 10 plf+ W1= 1317 plf 1'artia# ffprmYDt CributesiEL�sacE.iNMORE Start at X= � �ft End at X= ft Roof = 40.0 p6f*( `'0 ft/2+ Mft;) ft)= 0 plf ��, Wall = 14.0 p5f*( q "`fl ? ft + ft)_ 0 plf Floor = 54.0 p6f'( ft/2+ = O plf - W2= 0 plf n T-tialilHiforrtsDitrs"bccrttcd:i�o 3 �3r «s» Start at X= 0'* ft at X= .:. . . . End It _ Roof = 40.0 pef* D;{= ft/2+ ffi ft)= 0 plf Wall = 14.0 p6f* ft + ft)= 0 plf Floor = 54.0 p5f'{ :'D=` ft/2+ ft)= 0 plf W3 0 plf F� 00 1.10 1.00 1.00 ...s; o.a.,CI: rg Kcu1i E 1.00 too too 1.00 Rt= 3457 Ib5, R2= 3457 I7 r 1.00 1.00 too 1.0o QrgAreo: 5.53 in2 Area: 5.53 in2 Mmax= 54443 in-Ib, Vmax=1 3457 Ib5 � Ceglgtt)?aiue.5: < Max Deflection(Y)= 0.03 in Ft,_ 900 �;- D flc+L, Allow Detn ...)=L/ 240 = 0.26 in. • OK • E= 1.6a x 10^6 phi Fz,= 180 p5i Glu-lam Camber(y)= 0.0,{1� in(3,500 ft Radius) s„". __ fiasrAc'lts�1�r.+rtlrt!'iY#',�-+?I? .�:SF�' .� ��-�.•:a� ��a;Req�rc 5Gc�toii�-P 'F��y,---�:�a �,.��,.�a�n;�,: • 5AGT= f711 73.8,_ in' . > SREQ = M,,,m, / F b= 55.0 in3.... OK AAcr= bd = 39.4 in2 > AReQ = 1.5*V../F' = 28.8 in2.... 0K I Aer= bd3/12= 415.5 n� > IF:eo=Yact`I act/Yallow- 53.6 in°.... OK • ro�ade s w. 1. DougfT9 Hi 2 $ :�•V{Il� � ..: f��J it @�/l x4�. / .k.i II ..; �. • WA11071Engineering%1107 Plan 2400 r-of 55 • 6 4 INN0 VAT IVE 29970 Technology Drive, Suite 204 # 5/22/2005 • IS[ STRUCTURAL Murrieta, CA 92563 05-1107 ® ENGINEERING (951)600-0032, (951) 600-0036 Fax r -- 4 Header at Rear oraxlilylev. [3 5 z5: ft fDid erf737 G ' -1OT'it� 62 i 2 Dead(psf) Live(psf) (5f) Reduced Live Load(psf} Roof , 2D0° 20D� ;` 67.2 20.0 Lr=Lo R,R2, K1= 1.00 R2= 1.0� Wall 0.0 0,61 Roof Pitch= Q4"u :12 Floor= ; •. }Yr?= 4DD; 91.0 40 Ci L=Lo(0.25+15/(Yyi A,)^0.5)) >afPvintLcttE:d P1= 3250r Ibs from f�frderuTru55 == '°'`at X1=Oft P2= "D ; a Ibs from I°viY at X2= ft= �e :•:•• _ .:a:::_k - -_ . P3- � Ibs from ;..,.,..�.���;�-�:�,.::ix=3� ��- : M-�asra �:��_::. : = at X3_ ft Roof = 40.0 psf'( MINOR. X ft/2+ ft)= 60 plf Wall = 14.0 psf'( �f3 If, + 1. .ft)= 126 plf Floor = 54.0 psf'( 17 2�; ft/2+ a. ft)= 467.9 plf Beam Weight- 8 Of+ W1= 682 plf I ti I`E7nfformTt7trlbul ed Load& .:.•: Start.at X= =3=;..ft End at X= : 5 25R;'ft Roof = 40.0 psf"( 31 Sys ft/2+ 0 ft)= 635 plf Wail = 14.0 psf'( 1w0 ft + 01 ft)= 0 plf Floor = 54.0 psf`( p ft/2+ '% ft)= D pff W2= 635 plf ial?l7nrformsiD4 # 17 tadrCpat€"s.ltld ' a. =? Start at X= ",I* ft End at X= - - ft _ . Koof = 40.0 psf'( 0 ft/2+ ffift) ft)_ O plf Wall = 14.0 cf' � ,��"':ft + ft)= 0 p1f Floor = 54.0 p6f'( � fJM .ft/2+ = 0 plf To W3= 0 plf • 1 a� C • F 1.00 1.00 1.00 1.00 r: i GErad n E I too 1.00 1.00 too K1= 3489 Ibs, R2= 4770 Ibs F I 1.00 1.00 1.00 1.00 BrgArea: 5.58 in2 Area: 7.63 in2 Mmax= 90245 in-lb, Vmax= 4770 Ibs Max Deflection(Y)= .0.08 in Fb= 2325 psi D+L, Allow Deflctn(Y)=L/ 240 - 0.26 in.... OK E= 1.55 x 10^6 psi F.,= 285 p5i Glu-lam Camber(y)- 0.01 in(3,500 ft Kadius) r ....... is w uiiccls✓ectlo,j �-��.�. • SACT= 17612/6=.. 52.6 in > 5REo = M,.„, / F'e= 38.8 in3 OK AACT= bd = 33.3 in2 > AREQ = 1.5"V„�K/F' = 25.1 in2.... OK • 1 ACC=Jbdd'112= 250.1 1n4 �q>+� IREQ=Yact`I act!Ya1foW= 70.9 inp,.. or, . ,[�t;'O�IG�$.a Sp �1�.i�.4£��I'�+`�2�$�a��''.•i'.°» �raW.�.`*3_. it"""��a� c-.+'�'*l'�t°;`.�"i.�_'.Vrex??. dw,r-_ �,;4;�_:"�CI�,:sT6�;"�. Evse�Pe�`.�s'sE::,v'an,c.'-in""�".. s i • . WAl107\Eng1neering\1107 Plan 2400 5 of 35 • IS[ INN0 VAT IVE 29970 Technology Drive, Suite 204 U31,4 5/22/200& STRUCTURAL_ Murrieta, CA 92563 0S-1107 ENGINEERING (951)600-0032. (951)600-0036 Fax n -- � u,� man �v> 's y aGz,::. �'•eei»-��"rs.=.�u � ,r vtm z�,9°vs?j�•' M...•z:.:�� or�e��ood Beam Cafct�fatl6h i - T�� �.o dFl7"�7C Dead (psf) Live(psf) At(of) Reduced Live Load(psf) • Roof 2Q Q? 2Q O 216.7 19.7 Lr=Lo KjK2, R1= 0.98 1 R2= 1.00 Wall 14� ( O 0.0 0.0 Roof pitch Eli 4 :12 • Floor 84.4 40.0 L=Lo(0.25+15/(Kii Az) 0.5)) • faint L6ad �$ Ibs from. P1- Q*`°_`F :....�:�:r: - ;at X1= P2= ". :; Ibs from at X2= 3(}°:ft I'3= r Ibs from N at X3= E7 r ft ::WHOM�" Roof = 39.7 psf'{ 337 ft/2+ aft)= ft)= 707.4 plf Wall = 14.0 f` ,Y ",,,.•ft + ft - 126 If Floor = 54.0 psf'{ -:::�:5 ft/2+ 364.5 plf Beam Weight- 10 plf+ W1= 1207 plf Par�tialrUniform3l?r�trEbuteil#.Coact";sW2��=��{�x Start at X= �=Cj�;.: ft End at X= ft Roof = 39.7 psf'( ! ft/2+ :"°;ft)= 0 plf . Wall = 14.0 psf'( Qy ft + t aft}= 0 plf ; . Floor = 54.0 psf'( .ft/2+ „_�ft)= 0 plf W2= 0 plf P-�frttat tln►fo.mz• s1;r€b `W3�r `-' *°�r: •c�;.(j}: .,..........._. <.::_._,J:.�s� M.... ._ ,. ..�-w�._..�.�nz. '. .., � Start at X= :,�': ft End at X= .. ;ft Roof = 39.7 psf"( r`�:*L3 ft/2+ '""ark ft)= _...0 pif Wall = 14.0 psf" &Dki ft + _-0> ft)= 0 plf Floor = 54.0 psf`( =:= 'D ft/2+ :: Q1a ft)= 0 plf �.0 �fCd:gSime_nt•�1o8c1xil��G ,„„°" plf FL, 1.00 1.10 1.00 1.0on lno�e.. &3 E 1.00 1.00 1.00 1.00 R1- 3773 Ibs, R2= 3773 Ibs F 1.00 1.00 1.00 1.0o DrgArca: 0.04 in2 Area: 6.04 in2 • Mmax 70750 in-Ib, V a� ::�.•��.,, �. .....,,��_ tea- _ m x= 3773 5 1 .. .. • •••0: t = f 'y. Max Deffection(Y)= 0.06 in Fy= 900 Psi. B+L, Allow Defictn(Y)=U 240 = 0.51 in.... OK E= 1.60 x 10^6 psi . F = 1&0 9i Glu-lam Camber(y)= 0,02 in(3,500 ft Radiu6) • -, ":�,�- 1aa x Rio _� � � .f�° ��� ��� �- • 5ACr= b12/6= 73.5 ing.. >� 5REQ = 71.5 . .....ina.... OK AAc7_ bd = 39.4 in2 > AREQ = 1.5'V../F'�= 31.4 in2.... OK • 1 ACT= W3/12= 415.3 Inp > IREQ=Yact'I act/YaIIOw= 82.9 in4.... OK prl71/14 MIN • • W:\1107\Engineering\1107 Man 2400 (3,)f 3b • 29970 Technology Drive, Suite 204 M51221200b • STRUCTURAL Murrieta, CA 92563 #> 08-1107 IS[ ENGINEERING (951)600-0032, (951) 600-0036 Fax -- W- Igi �kolf'.A' I M pj y 0S �YAW - ------------------ z Dead(pirf) Live(p6f) A;(0) Kcclucrd Live Load(psf) Roof 147.3 20.0 L r=Lo KI= 1.00 1 K2= 1.00 Wall .14-.N 0.0 0.0 Roof Fitch=M:12 Floor= 40.0 L Lo(0.25+15/(KII A )AO.5)) • p L -0'' lbro from t Cor ft; X=F2= ft Ibc,from X2= O Dr atx3=7,0.0. ft 117o from 40--t,u h i f or i0ribij • Roof = 40.0 PO*( V5351-ft;/2+ ft)= 713.4 plf Wall = 14.0 pof'( ft + ft)= 120 plf • Floor = 54.0 psf'( 19.QQ ft/2+ ft)= 513 plf beam Weight;= 8 plf+ IN1= 1360 plf 5tart;at X= 0'.'. ft End at X= ft Roof = 40.0 prf* 0.==ft/2+ F 0 plf a 1 Wall = 14.0 pef' :% 0 ft: + F-50 ft)= 0 plf • Floor = 54.0 p5f 0 ft/2+ mft)= 0 plf W2= 0 plf • 5tat at X 6 ft End at X= ft • Roof = 40.0 psf 0,ft/2+ =: ft)- 0 plf Wall = 14.0 p5f'( ft + L-Jft)= 0 plf Floor = 54.0 pof 0+ ft/2+ L'0- ft)= 0 Fif • W3= 0 plf "C • F, 1.00 1.20 1.00 IDO L W" •F6-Ou W5 E 1.00 1.00 1.00 IRO 2890 IL's, K2= 2890 i�o F,. 1.00 1.00 1.0o Ioo brgAre-i: 4,62 in2 Area: 4.62 2 in2 M max= 36554 1n-117, Vmax= 2890 Lbo Max Deflection(Y)= 0.03 In F,- - 900 Psi E)+L, Allow Peflotri(Y)=LI 240 = 0.21 in.... OK 1.60 X 10^6 Poi F,= 180 P"i Glu-lam Camber(y) in(3,500 ft Radius) Actual�veczion PO - Ppm svq--N Prd ernes2 V."i 12/6= F2ACT= 49.9 in3 > in .... .F OK .0 = M._ Fb 34.1 AACT= b1l = 32.4 in2 > AREO = 1.5*Vm,,x/F,= 24.1 in2.... OK • 'AC-f= 17413/12= 230.6 in 4 > IIZEQ=YAC't*l Act/YBIIOW-- 29.4 jM4.... OK I;f'ravldROM. som: • • • WA1107\Erie3inecring\1107 Flan 2400 7 of 38 10 t 5krGd; B 7 • INNOVATIVE 29970 Technology Drive, Suite 204 5/22/2008 STRUCTURAL Murrieta, CA 92563s 06-1107 ki IS[ ENGINEERING (951)600-0032, (951) 600-0036 Fax 5 77 rraf:Nv'rJoQdBeamalculatrot� .......� �. as,�. „�- '� r � Header at gear oF�[C1che%,Ele� D Spa"1%) 4 ft #�rt� tT 160�9 60711 � rA naimr.°dAxw +��w Dead(p5f) Live(p5f) At(of) Reduced Live Load(psf) Roof 200 ' =LDQ 36.5 20.0 Lr=Lo R1R21 R1= p .00 R2= 1.00 Wall T4 C} Q r Q.0 0.0 Roof Pitch- 4 :12 Floor- w 48.2 40.0 L=Lo(0.25+15/(Kii A.)^0.5)) s... ... _`P,o�ft <Lcradg. P1= all�iafrom :"at X1= Q$� ftP2- Ibs fromat X2= 0 O°' ftP3= Ibs from at X3=��C��C?-= ft Roof = 40.0 psf`{ _;; ; ft/2+ ft)= 80 plf Wall = 14.0 f' ft`° ft + n � - 126 If Floor = 54.0 p5f'( 133:>=:ft/2+ C?:�=ft)= 305.9 plf • Beam Weight- 10 plf+ W1= 521 plf i? ialkE nifarrn ?i5trrbutiY 3 C oad W2 ., =. Start at X ft nd at X= 7?.7 ft Roof - 40.0 p5f ft/2+ ft)= 633.4 p I f Wall = 14.0 pof" ~` ft + o ft = O plf _.,.. - Floor = 54.0 p0'( D::...,ft/2+ C e_ ft)= 0 plf W2= 633 plf 1' rt9lt); arfr't7i5trtbu#iIRLiYtif .:.: Start at X ft End at X= Roof = 40.0 pef'( a_ ft/2+ " O 'ft)= 0 plf Wall 14.0 p5f'( 0':W ft + �() ft)= 0 plf Floor = 54.0 p5f'( O. ft/2+ ft) = 0 p1f r ........ ....._ W3- 0 plf ; r;>A�lju�£ment`�tvrs=(�� ••.x . f _N��560 6. sv: . . VV$ia:"a:;:C.'.`.R i.>.t:omLrp Fh 1AO 1.10 1.00 1.00 nr"' `: ' NMI ® E 1.00 1.00 1.00 1,00 R1= 4216 be, K2-' 1723 I'v F 1.00 1.00 1.00 1:00 13rgArea: 6.'75 in2 Area! 2.76 i 12 -Mmax=l 39993 in-lb, Vmax= 4218 Ib5 Max Deflection(Y)= 0.01 in F� 900 psi D+L. Allow Deflctn Q2=L/ 240 - 0.21 in. 0K . E= 1.60 X 10"6 psi !_ = 180 psi Glu-lam camber(y} 0.01 in(3,500 ft?041Ua) sm tRe re 5ect#6tljgPropsrt & 5Aa= bd2/6= 73.8 in3 > r�REQ = M,. / F'b= 40.4 in3.... OK AAGT= bd = 35.4 in 2 > AREQ = 1.5'V.../F'� = 55.1 in2.... OK 1 AC;= 0/12= 415.5 in' > IREQ=Yact`I act/Yallow-- 20.6 in4._.. OK : 1"O ld .�,� 1 ; �� ✓ " 04e Pou�j1aI7 F'w Grv4�# 2' Aterra e., W:11107\Engineeringi1107 Plan 2400 8 of 38 • A SlINNDVATIVE 29911 Technology Drive, Suite 204 Date 5/22/2008 STRUCTURAL Murrieta, CA 92563 # 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax During`P M-'� FrOrt pf, 156,q at & W; JIF, Dead(psf) Live(psf) AL(of) Reduced Live Load(psf) Roof 2Q.Q 0.0 20.0 Lr=Lo KIK2, K1= 1.00 1 K2= 1.00 Wall :4:0 0-0 0.0 Roof Fitch F77 Hoor= -qI40.0'.:q 52.0 40.0 1 =Lo(0.25+15/(I ij A,)^0.5)) • :.... ... ..... . .w.. ..:. . .* br,from at Xl=��61 ft F2= at Y:2=L��Jft [�q from U-NO'-'a.I be from at X3=LO:t7dft F Roof = 40.0 psf* Wc; ft/2+ O ft)= 0 pif ft + ft) 0 plf Wall = 14.0 psf' • Floor = 54.0 psf* ft/2+ Op ft 369.1 plf • beam Weight= 6 plf+ M = 375 plf Start atX= ,- ft End At X= ft Roof = 40.0 PiO*( ft/2+ ft) 0 Of ;TI Wall = 14.0 psf'( ft)ft + .+ 6�-:� 0 Of Floor = 54.0 psf'( 0- ft/2+ -0' ft)= 0 Of W2= 0 Of 77,71 Start at;X= ft End at X= ft • Roof = 40.0 P4 0Tfl;/2+ ft 0 Of ft -V-0 'ft)= 0 Of Wall = 14.0 p6f'( 0 Floor = 54.0 psf Ors ft/2+ O'S ft)= 0 Of W3= 0 Of • 4� 71C C • F, 100 00 1.77 7.77 Lo E i,00 --oo iz)o LOU 1125 R75" R2= 1125 Ibs F, 100 1-00 too t.o0 DrgArca: 1.50 ir12 Area: tbo im2 20251 in-lb, Vmax=l 1125 Ibs Max Deflection(Y)= 0.02 in Fb= 2525 pyi P+[-, Allow Oeflctn(Y)=L/ 240 0.50 in.... OK E= 1.55 X'10^ro poi • Fy= 265 zl- Giu-lam Camber(y)==in(3,500 ft Radius) -ftle N • 5ACr= 57.2 ln3 > SIEQ = M.. F'j, &.7 in 3..,. OF- AACT= bd 24.5 1112 > AKEO = 1.5*V,.,/F*,,= 5.9 in 2. OK 1 Acr= 400.2 jM4 > IREQ=Yarlt'l act/YaIIOW= 23.5 OK Pt DV1dP.� 3rk177 ju • • M\11071Eni3inecrin0\1107 Plan 2400 9 of 38 • I111VA1IV1 29910 Technology Drive, Suite 204 Gate:c` 5/22/2008 STRUCTURAL Murrieta, CA 92563 # 05-1107 • IS[ ENGINEERING (951)600-0032,(951)600-0036 Fax -- Fh- h'1364mit- Kloht.5�o Fpmi� U6 775 r If t &11607,11112 • Dead(psf) Live(psf) A,(sf) Reduced Live Load(psf) Roof- 26;0 2650Z- 0.0 20.0 Lr Lo KIP,?, P,1= 1.00 K2= 1.00 Wall 0.0 0.0 Roof Pitch 4 :12 • Floor Deam 40.0 56-8 40.0 L (5)Lo(0.25+15/(K,A,)^0.5)) p25 1 be from "p Pl= 111 at X11=�38ft P2= 0 i lbs from at X2=r-ap Ift 117sfrom at O=EE]ft rib-Utad' Roof = 40.0 psf* ft/2+ _0.� ft)= 0 plf Wall = 14.0 psf- ft + Lj0rqft)= 0 plf • Floor = 54.0 psf 3.'2Y0*ft/2+ �`=0+:_ ft)= 86.4 plf 13"m Weight= 6 plf+ M= 92.3 plf ftart;ot X ft End at X= fC Roof = 4.0.0 psf*( ft/2+ ft)= 0 plf 1 Wall = 14.0 psf*( -0�,-ft + ft)= 0 plf Floor = 54.0 psf*( ft/2+ ft)= 0 plf W2= 0 plf • IPartial &Form 5tart at X ft End at X= ft KOGf = 4-0.0 psf,( :7 Q-t ft) 0 plf ft/2+ Wall = KO psf-( ft + 0 0 plf • Floor 54.0 psf ft/2+ rflft)= 0 plf W3= 0 plf Adjustment" Cf� ff F, 1,00 1.00 IDO 1.00 ON! • E 1.00 1.00 1DO' 1.00 K1= 1707 11�15, R2 11057 1b, F, 1.00 1.00 1.00 IDO brjArca 2.73 ir12 Area: trog in2 M rnqx= 825562 in-lb, Vmax= 1707 Ibs Max Deflection(Y)= 0.49 in FL,= 2325 psi P+L, Allow Peflctm(Y)=L/ 240 = 0.89 in.... OK E= 1.55 x 10^6 Psi F�= 285 Psi Glu-lam Camber(y) in(3,500 ft Radius) perU lri&&ect(on,Prop 57. !3ACT= 2 In= > 5r,FQ = M._ / Fb, 35.9 OK AACT= 24.5 in2 > APEO = 1.5*V,/F, = 9.0 in?.... OK • I ACt= W3/112= 400.2 i,14 > 1. 223.0 uo=YaCt*I act Yallow-- OK k\11071Eriginceritiql%1107 Flam 2400 10 of 38 • • • t: 13 10 INNOVATIVE 29970 Technology Drive, Suite 204 5/22/2005 • STRUCTURAL Murrieta, CA 92563 Ob-1107 Sl ENGINEERING (951)600-0032, (951)600-0036 Fax L,LL • M-0.0 zwx • 00 Beam�Cafc.ula ion._„ IM35 (0 M25Jft • Dead(psf) Live(psf) A,(5f) Reduced Live Load(psf) • Roof 20.0 20.0 0.0 20.0 Lr=LoKP,2!. Rl= 1.00 R2= 1.00 Wall 14 0 6.0 0.0 0.0 Roof Pitch=I • Floor= 114.01L�, 2778 55.5 L-Lo(0.25+15/(Kjj A.)^0.5)) F1= 0 t lbo from at Xj= 4.a F2= 110r,from at X 0.� ft 7Y I 10f,from ; atX 0.0 ft ft/2+ .0ir 0 Of • Roof = 40.0 psf' 4�� - =-,ft Wall = 14.0 psf* i::,.'ft + 6-�ft 0 Of Floor 49.5 psf' Eft/2+ zft)= 832.6 Of beam Weight= 12 Of+ W1= 845 Of 5tart at X ;gig!: ft End at X=0ft A Roof = 40.0 psf*( pft;/2+ ft)= 0 plf Wall = 14.0 psf'( 0 ft + 07 ft)= 0 plf Floor = 49.5 psf'( ft/2+ x .0 ft)= 0 plf W2= 0 plf • If.�rta(-Mil 5tat at X 7 ft............. End at X= ft Roof = 40.0 psf* 7167 ft/2+ ft)= 0 plf • Wall = 14.0 psf' "IRP; -ft + 0 ft)= 0 plf Floor = 49.5 psf' ft/2+ ft)= 0 plf W3= O plf M d CV JF, 1.00 1.00 IDO E 1.00 1.00 1.00 IDO K1= 3485 3465 1170 F, too 1.00 1.00 1.001 brgArea: 5.58 in2 Area: 5.58 02 Mmax= 86258 in-117, Vmax= 3485 lbo ft Max Deflection(Y) 0.15 in F,= 1350. pp! +L, Allow Deflan(Y)=L/ 240 = 0.41.in.... OKI E= 11.60 x 16^6 Pei • F�= 170 i Glu-lam Camber(y)= 0 03 in(3,500 ft Radi ue) Ua Vr Fb efi. ro 75.4 E)A�7= in' > 5RE0 = M.. F'b= 65.9 in OK • AAa= bd 50.9 i,2 > ArXQ = 1-5*V.../F,= 30.8 in2.... OK I ACT= 362.7 in 4 > Ir,EO=Yact*l act/Yallow= 133.4 in OK Provide • • WA11110AEngincering\11107 Plan 2400 11 Of 36 r m e n IS[ INNIJVATIVE 299711 Technology Drive, Suite 204 Cues 5/22/2008 STRUCTURAL Murriela, CA 92563 # 08-1107 ENGINEERING (951)600-0032, (951)600-0036 Fax • A'^,T' 7; ; '„p'-;�8-•��s --.•• .ate rimed UVo©d8eamG�_loulaIon 11, ~ Healr. a Front of Living 9FIR `U)" 5 25 ft i Dead(pef) Live(pelf) A,.(elf) Reduced Live Load(pef) • Roof 208.3 19.8 Lr=Lo RjR2, R1= 1 0.99 JR2 Wall `t4 0t t? 0.0 0.0 Roof Pitch= 4 :12 Floor- :;:•::;:=14:0 ,;:. 4p. 86.6 40.0 L=Lo(0.25+15/(Kir AJ) 0.5)) ''°•RA,In�Gods�,��r P1= z` 0 lb5 from at X1=FO.G t P2= lb5 from at X2= 0 O ft. P3= I175 from ' �;at X3= O U.� ft •��,:,°1}nrfv�tt��> ttril «" act"Yi����:...._ Roof = 39.8 pelf*( 38'; ft/2 „I ft)= 610 plf . Wall = 14.0 pelf*( ft + 'M'ft)= 126 plf Floor = 54.0 pelf'( -611 ft/2+ ft) 445.5 plf beam Weight= 10 plf+ W1= 1591 plf F a1 al 17iaiforrr DiStribtrter�Logd W;'- Start at X= `jg ,ft End at X= ft Roof = 39.8 pelf*{ ig Cjr: ft/2+ ' 0 ft)= 0 plf Wall = 14.0 psf ft + D;'' ft)= 0 plf Floor = 54.0 p5f*{ ft/2+ zo ft)= 0 plf i - W2= 0 plf -; of 11n' D fiitil+ed'Id 11 Start at X- ' - �.. 0!`'-+��-,ft End at X-, •0-�=; ft Roof = 39.8 pelf*( ` ft/2+ D ft)= O plf Wall = 14.0 prf* : . ft + f3.:`w ft)= O pit Floor = 54.0 pyf*( ;;t,:0 ft/2+ Q;.:.yi ft)= 0 p!f y W3= 0 pf ,......r..k.. " uati�et���lµa�tlY�(�):� MOVOW Fr 1.00 1.10 1.00 1.00 Lo<ding Re �it5 F r.00 1.00 r.00 1.0o R7= 3652 I75, K2= 3652 Ibs F, too 1.00 1.0o 1.00 DreArea: 5.84 in2 Area: 5.84 in2 Mmax= 57512 in-lb, Vmax=1 3652 lb5 DeS,gYt Vafu _�" Max Deflection(Y)= .0.04 in • Fb= 900 psi D+L, Allow Deflctn(Y)=L/ 240 0.26 ln..., OK E= 1.60 x 10"6 pal F�- 180 5i Glu-lam Camber(y)= D 01 m(3,500 ft Ra. Aug,) :� ,ytie ,na Ntual'Scira" Prc" �4fti ; '•_: v5` - i'trid 5eet�on ro eGtS • 5Aa- bc12/6= 73.6 in' > 5KEa = M... / F'L, 55.1 in3.... OK AA,= bd = 39.4 in2 > ApEa = 1.5*V.../F',.= 50.4 in2.... OK . 1 ACf= bd3112= 415.3 ink > InEQ=Yact*I act/Yallow= 50.6 in4.. OK • °�pVll�� "A .:�. r}� u x a� , 54� .)oa�la�l rr Grad /' � zatee .. sr s W:\ll07\Engineering\1107 Plan 2400 12 of 36 • 612 29970 Technology Drive, Suite 204 Dats 5/22/2008 • STHUCTUHAL Murrieta, CA 92563 08-1107 IS[ ENGINEERING (951)600-0032, (951)600-0036 Fax n R Headert-F r"l n-v of T i E4�D -z. a %TM 525 ft j7 ,.7-_11,2 j"FIXONK • Dead(psf) Live(p5f) At(0) Reduced Live Load(pof) r,00f 20.0=-- 44.9 20.0 ILr=Lo K1R2, Ki=T1.00 I K2= 1.00 Wall 0.0. 0.0 0.0 Roof Pitch=F7747:12 • Floor= . 14:0-, ZA0.+0 86.6 40.0 1 L=Lo(0.25+15/(K,,At)^0.5)) Loads `: Pill= 5�66, 110s from t X11= ft • Point P2= . .:.-Oi- lb5 from atX2 0.0 Ift ll:?�from Roof = 40.0 pef _42- ft/2+ 1 ft)= 50 plf Wall = 14.0 p-of ft + $ 3i w..ft)= 126 plf Floor = 54.0 psf.* 16:50 ft/2+ ft)= 445.5 pif Beam Weight= a pIf+ M= 660 plf Start at X= '433 ft, 5.7 ft End at X=F - • Roof = 40.0 prpf' 31.7,:,ft/2+ ft 633.4 plf Wall = 14.0 pof* 0 ft -o- ft) ttQ,:- ft/ + _ 0 , . 0 pif Floor = E54.0 pef* 2 + E--�� 0 plf W2= 633 plf Start atx= . fp- ft End at X=F----O--7 ft rn Koof = 40.0 pef*( ft/2+ 0 ft)= 0 plf Wall = 14.0 p0*( 0.; ft + 10. ft)= 0 plf Floor = 54.0 1psf* t;qO ft/2+ ft)= 0 pif • W3= 0 plf C -C - F, 1.00 1.00 1,00 1.00 A n 13 dln iKiii�blt;o E 1.00 ' 1.00 1DO 1.00 Kl= 2.352 lbs, Q 4943 lbca Fj, 1.00 1.00 1.00 1.00 15rgArea: 3.76 in2 I Area: 7.91 in2 • Mmax=l E59535 _LLL Vma,=l 4943 =b o Max Deflection(Y)= 0.04 in FL,= 2325 - Pei 0 Allow Oeflctn(Y)=U 240 = 0.26 im.` OK • E= 1.55 x 10^6 psi F�= 285 psi Glu-lam Camber(y)==in(3,500 ft;Radius) tu4l;peiptjoixrbp�rt;iii .... �.. LYS;:: Ab li a_ -I.- W :'..",Rerq6irm SectionI Prop, U 5ACT= 52.6 W > 25.6 OK • AAcT= bd = 35.3 in2 > A... = 1.5 V,l F'v = 26.0 in2 OK I ACT= 0/12= 250.1 i,4 > ],,, Yacn act Yallow= 42.4 in4.... OK LAI -0.0.5 0" "poo W.\1107\EnOlnwrjng\1107 Plan 2400 13 of 38 " rah 1313 zd INNOVATIVE 29970 Technology Drive, Suite 204 laa 5/22/2008 IS[ STRUCTURAL Murrieta, CA 92563 # 08-1107 ... EJa&1flEEAlfllG (951) 600 0032, (951) 600 0036 Fax �w -- .' .:.:�.,.�.yr��: ` yx+k,�7..>a� •lhddii,eFia mrv- . .- �'�.&^,-r.;. Wood Be0 GafcuEa ,Drop=beam,at Front of Porch �cia � .__t2G1 `7''f• 16J7 9,�100�'1 c' Dead (prof) Live(prof) Ati(ef) Reduced Live Load(prof) Roof 20 O= � xx 42.0 20.0 Lr=Lo R1R2, R1= 1 DO R2= 1.00 Wall 140 " ?'O;D 0.0 0.0 Roof Pitch7:12 Floor a4 4 4 :b 0.0 40.0 L-Lo(0.25+15/(K 0.5 ` P1= Ibe from at X1_oftP2- bro from ' atX2= ft P3= w O Ib5from = x at X3= ft °` ., r#� (:jH[foLtll�1•J.�����J.tµrd'"��L�aW'�.-�v?�'?�i-,'`.-'..^a . Roof = 40.0 prof say.`( ft/2+ ffift)= 140 Of =�-Wall = 14.0 psf ( - ft + ft)= 0 plf 5f" Floor = 54.0 p ( : C1a��ft/2+ ft)= D plf Beam Weight- 5 Of+ Wt= 145 pif t rtlak[Inrfcs rktE(15tribialrcd GDad'�_ge, Start;at X= F t1111 ft End at X= O_'` ft • Roof = 40.0 prof"( ; tJ ft/2+ ``ft)= 0 pif Wall = 14.0 psf'( '::ft + 1 C ft)= O plf Floor = 54.0 5f` $fin ft/2+ 0 ft = O plf W2= 0 plf Pa1�,,.'t�C�,,ti�iifo�rtrt��[�G�€�"���LI��� .-.�.�•`y��=�_, Start at X-,'� °' ft End at X- �_0`; fc Roof = 40.0 prof"{ (7 ft/2+ 0 ft)= 0 plf • Wall = 14.0 p5f"{ Q;""":ft + n `'ft)= 0 plf Floor = 54.0 prof' ft/2+ D ft)= 0 plf ® W3 0 pif AAA'd�t5tr,�,e�1�,1`>�aGtor�i(C) fY' Fy 25 1.30 . 1.00 1.00 }.oad'.ng KeSe,rtS E 1.00 1.00 1.00 1.00 R1= 506 Ib5, R2= 500 Ib5 F,, 1.25 1.00 1.00 1.00 5rgArea: 0.81 in2 Area: 0.81 in2 • Mmax= 10032 in-Ib, Vmqx=l 506 j'00K MM YatrMax Deflection(1)= O.iO in Fb 900 poi D+L, AllowDeflctn( =L/ 240 - 0.35 in.... E= 1.60 x 10"6 psi F = 180 psi Glu-lam Camber(y)= 0.02 in(3,500 ft Radiur') SAer= bd2/6= 17.6 in' > 5REQ = Mm.. / F'b= 7.3 in3.... OK AAcr= bd = 19.3 in2 > AREo = 1.5"Vmax/F'� = 3.4 in2.... O K 1 A�= bd3/12= 45.5 in 4 > IREo=Yarn act/Yallow= 14.0 in�,,., OK W:\1107\Engineering\1107 Plan 2400 14 of 38 INNOVATIVE 29970 Technology Drive, Suite 204 Da e 5122/2008 STRUCTURAL Murrieta, CA 92563 08-1107 is[ ENGINEERING (951)600-0032,(951)600-0036 Fax ze. h E16V r!�O;p Beam.i Front-of Mfib '5p00)" '-"77- '0.5 ft Loads 7 C- G,Al i:M'I�Q7 Dead(prf) Live(p6f) A,(of) Reduced Live Load(pof) • Roof= 20.0 =-:c 20.0: 57.0 20.0 Lr=Lo R1R2, K1= 1.00 l 1 100 Wall 0.0 0.0 Roof Pitch=1.---�4 'T12 • Floor .0 0.0 40.0 L=Lo(0.25+15/(KI,At)^0.5)) Point Fl= 0': lbs from at X 0.0 ft P2= 0* lbr,from X12�=at .0.0- ft : $cfrom at x3=;5)b It Uniform:146tFibitited bYa Roof = 40.0 -5�"�A ft/2+ 140 plf ft + • Wall 14.0 ft)= 0 plf Floor 54.0 pqf M� ft/2+ 1, ft)= 0 plf Beam Weight= 5 pif+ W1= 145 plf at X-- ft j�;Iziil:u6T Start at X ft End • Roof = 40.0 prf' 0 ft/2+ Il 0 plf Wall = 14.0 psf* ft, + .7..0 ft)- 0 plf Floor = 54.0 pof* ft/2+ O ft)= O plf • W2= 0 plf • JP 4r.tihl Un4f6l :01stelb.t.4M Load-03>:�'-- 5tarr.at X ft End at X= It Roof = 40.0 pr2f'( .0. ft/2+ �p ft)= 0 Fif Wall = 14.0 p6f*( ft + 0 plf • ft) Floor = 54.0 p6f 70-- ft/2+ O M ft 0 Pif W3= 0 plf • 'Adluosment;Factor5-(C-):;;: F, i25 130 1.0o 1.00 "Lo ading Results E 1.00 1.00 1.0 1.00 Pll= 657 1 b-P, R2= 657 lbb F, 1.25 WO LOO t.00 13roArea: 1.10 in2 I Area: 1.10 412 Mmax= 19585 in-lb, Vrna.= 0667 on Vs Max Deflection(Y)= 0.34 in F, 900 psi E)+ L, Allow Dcflc;tn(Y)=L/ 240 0.48im.... OKI E= 1.60 x 10^6 • F,= 150 i Glu-lam Camber(y)==in(3,500 ft Radius) 706 ion il Full 5&T4OM-p 6 Roe-.... roportle9"- vo; kE P"..' ,+ t- t tw� . ...... qwtod! . 5ACF= 17612/6= 117.6 ins > 5KEo = M... F'b= 13.4 0 K AAa= bd = 19.3 In 2 > ARFO = 1.5'V,,_/Fv= 4.6 in 2.... 0 K • I Aa= WPM= 48.5 in* > I.REO=Yact'l act; Yallow= 34.9 in4.. 0 K Ola6;}'fr-G • • • WA111107TEnginecrino\1107 Plan 2400 15 of 38 D 15 J INNOVATIVE 29970 Technology Drive, Suite 204 G to 5/22/2008 STRUCTURAL Murrieta, CA 92563 # 08-1107 • IS[ ENGINEERING (951) 600-0032, (951)600-0036 Fax 6 6&- ma-C g. loti -1k., 36e�Ort; Dim qq a -ove.3 Flush"VeAffi W,Garage: i_LO.5 ft LoadsPcr2DOLL7C6C� 2, • Dead(psf) Live(pE5f) AL(of) Reduced Live Load(prf) Roof 20-.0 'Z 20 0 742.65 12.0 Lr=Lo KlK2, KI= 1 0.650 1 R2= 1.00 7 Nall 0 0 J410' 0.0 0.0 Roof Pitch=F--1:12 • Floor 32.4 40.0 L= LO(0.25+15/(KI Ar.)^0-5)) • r1= I o from X1= ft ,oln't L6Yd& -0- at P2= (�5 from at X2= ft _0 lba from at X25= ft f T,UM[form.pir2tributed L6AJ:wl Roof = 32.0 rof*( ft/2+ ft)= 602.7 plf Wall = 14.0 pof*( ft + ft)= 112 plf J, Floor = 54.0 pof ft/2+ ffift)= 432 plf • Beam Weight= 30 plf+ W11= 768 plf Load:W2 Start at;x= 6z:* ft End at X= ft roof = 32.0 pcf* ft/2+ ft)= 0 plf • Wall = 14.0 p5f* ft + ft)= 0 plf • Floor = 54.0 P5! 0 ft/2+ i7 ft)= 0 plf W2= 0 plf lFartial Unif&ffi`DIstrIV6ted Loi&W3 Start at X 0 ft End at X-_* ft • Roof = 32.0 pof :0 ft/2+ ft)= 0 plf • Wall = 14.0 pqf* ft; +0 ft)= 0 plf Floor = 54.0 pqf' L) 7 ft/2+ ft)= 0 F]f W3= 0 plf C C eJ F 1.0 G 1.00 _IDO 1.00 _R �u • E 1.00 1-00 1.00 1.00 R1= 7953 IL-0, R2= 7963 lb" F, 1.00 1.00 too i.00 15rqArca: 12.77 in2 I Area: 12.77 in2 Mmax= 484958 in-lb, Vmax= 7983 Ilb5 Max Deflection = .0.44 in F1,= 2900 psi I P L, Allow Pcflct;n(Y)=L/ 240 = 1.01 in.... OK • E= 2.00 x* 10;6, = 255 pri Glu-lam Camber(y) in(3,500 ftRadius) vs:r 5ACT 378.0 it,3 > 51KEQ = M.. F'b.= 1672 OK AAC-r= W = 126D in2 > AKEO = 1.5'V,,../F,= 42.0 412.... OK I Al= b,13/12= 3402.0 ir,4 > lREI9=YSGt*l act YaIIOW= 1473.0 in', 0 K r ... . WA1107\EnOIneerinO11107 Plan 2400 16 of:,55 • • INNOVATIVE 29970 Technology Drive,Suite 204 Fite: 5/22r2008 • STRUCTURAL Murrieta,CA 92563 t 08-1107 IS[ ENGINEERING (951)600-0032,(951)600-0036 Fax q„c �9pectal Se€smlc L0 Combination5 for DtScontinuou5 ShearWall �_'_''_.:"s, -��-� &�uppor-ttn_g'Beam Dettgn„�;per,2007 CSC 5ectton`T605�`4xx. 5elomic Load on Beam • _ . rtr Front of 2nd Floor r._- . :r E- , wall Length: • 5eismle: Sum: 15 Load= .�=.5.b4;": psf' L' 40 ft 4. (ft/2) = 3,971 lb 15.00 Load= 000.. psf' ... D ft: O (ft/2) = O Ib • Load= D.00. psf' . ;0 ft' 0 Y. (ft/2) = O lb Load= rt 0,00;=. ' pal' i:_._0'****, ft• � (ft/2) = O Ib Shear(C,t)= 3,971 Ib • 0- Per ASGE7-05,Tab/c 12.2-1 Eh=QQ'Qp = 91 r I be PerG6G Section 16054 d ASCE 7,Section J24 3 • Load at wall(E1j = 11,9 Ibs Wail Height= '8;>:'ft Moment Arm - - 15 f- Down Force= 6,354 Ibs(usc at Seam Design) • O.T.M. = 95,309 ft-lb • 5iiri I 5Uppor-te M, oo B aIrI -a cu anon5. 15 - Flush Beare+over,Garage, �i 20t ft Dead(pall Live(poll) A,(of) Reduced Live Load Roof= 20.0. x':'.20.0.: 733.4 12A Lr=Lei RIK" R1= 0.60 R2= IAO _.. Wall= 14.Q •; '-*-;a0.41. O.0 O.0 Roof Fitch • Floor= _ 14.0 r_ 40.0 Z-- 32.o 40.0 1 L=Lo(0.25+15/(ry Ar)^0.5)) • priint:L'oads: rr p1= 6.354 Ibs from CBC Load Case 1605.4 at X1= 15 ft - p2= 0 Ihs from s ` at X2= C.,0. ift • P3= O Ibs from `_.... 7:=- atX3= ' 0.01 ft -'..Uniform Distributed 1.20+0.51-= Roof = 24.4 psf'( =35.7 fU2+ =ft). 460 plf • T{- 1.2D= Wall = 16.8 psf'( �ft + "!;;,0a�.'ft)= 134 plf • T�='��z-; 1.2D+0.5L= Floor = 55D psf'( L± ft/2+ =ft)= 44 plf Beam weight= 30 plf+ WI= 668 pif partial Uniform aetributed Load. 2'.i<;7 ;;;;;* Start at X= O A ft End at X= ft 1:21)+0.5L Roof= 24.4 .,psf'( O _ft/2+ =ft)_ 0 pif • �� 1.21)= Wall = 16,8 psf'( jhO ft +,' 0 ft)= O pif 120+05L= Floor = 55.0 psf ( O's fug+ m a ft)- 0 pif W2= O Of . Partial Uniform Riot.itiuted Load:W3 5tartatX=r" Q ft End at Xr '""="-0=_e- ft 2D•D ;1 I;eaf = 24.4 psf•( ;O r ft/2+ 0...ft)= O pif . 1.20= wall = 10.8 ref•( =0 ft + 0 'ft)= 0 pif • .1.20+0.5L= Floor = 55.0 psf'( 0:= W2+ i=0 ft)= O pif W3= 0 plf -_•:/1d�rt►nant.Factors_(C):::�z':rs: :::• _. . pi- F t o0 t.00 too 1.00 :::".: u»»: loading Rseults -1;;:;.. ...:....ro.. E 1,00 LOO 1.00 1.00 Ri= 6194 Ibs, R2= 11529 Ibs F 1.00 1.00 1.00 1.00 5rgAres: 13.11 in2 Area: 16.45 In2 Mmax= 677227 in-lb' Vmax= 11529 Jbg -0esign Vstuee:: Max Deflection(Y)= 0.49 in Fb= 2900 Pe(_.. E. 2A0 x 10^6 psi • F,.= 285 Glu-lam Camher(y)= 0.17 in(3.500 ft Radius) k"•^'*^..••:. Act"us1 SooGo'ri P . roes"'.... vs ..{ .iequired Seetion,F'ropertae Sncr= bd2/6. 378.0 ina > 51ZEa = M_ f Fi,= 233.5 in3.... OK Ate= bel . 126.0 1,2 > ARE,, = 1.5'V /F"= 60.7 inz.... OK fAC.T=bd'/72a 3402.0 in4 • f?rovlde -1 ",: T 7 ; X , 9& • W:\11071Eng1ncering\l107 Plan 2400 17 of 36 511": B 15 IS[ INNOYATIYE 2911711 Technology Drive,Suke 204 (7.G 5/22/2008 STRUCTURAL Murrieta,CA 92563 ; 0&-1107 ENGINEERING (951)600-0032,(951)600-0036 Fax A b ` 4 ���Sh OF-i lecGlon Per 266 MC 5cction'2305.5.2 w � �' &P�Se>= 7 05�ectlon`1,✓��wl 5u or`�in E3eam;U lec�icn s: 4 Front of 2nd Floor • Total Length of Shear Wall Segments= 15 2 .� rsmic7NAndload(5trc'ngthjLevel)Per,Galcula�on sheet Yv 4 • Load,v= bY71 Ibs x 1.41 15 ft • :e-, k$lx,,;,1�tE1'.,-;C�'�'�� •'• ;2 .r�`•�• Pen`Detaif 17SD2&Caici'a � .;She.,t � W'�+ ram:NonavzMFfcidawn?3cngnTieewf s� 2, • ='r "Elastic 5hear•Wall Oi9 (acement & ei•CBCiSer:t�on 230�.3 2 E' uaUon<23 2 =''4' x,�.:s 6- = 8vh' + vh + 0.75he �+ hd, • EAb Gt b =wA = "SIMON:MO Area of Boundary Element Cross Section(Inz) w d e j _ OCK10 Vertical Elongation of Overturning Anchorage(in) Elastic Modulus of Boundary Element(psi) e",Nail Oeformatlon(in)-Table 2305.2.2(1): IbiFastener= 61.8 8d Common Nall at Shear Wall Types 6,4,3,&2 (2112"x.131") 4(o Increased e,by 20% at S.W.Types 6.4,3,&2 for lOd Common Nail at Shear Wall Type 1 Non-structural I Plywood `N`-d12 Nail Deformation(in)-TaMe 23052.2(1) CrG° _ S .29,062; Rigidity of Plywood(!b/in of panel thickness)-Table 2305.22(2) 058,24/0 Span Rating,(15/32"-S.W.Type 1,3/8"-All others) Wall Height(ft) Maximum Design Shear(plf) Total Shear Wall Lengths(ft) in. Elworlc 5.W Displacement Per COC23O5.3.2 t _.__. ' Supporting 1.3eam DcHcction per 1605,4 �. • '�� '� .., Amplified�Ela6tia,5haarWall Displacement(ire'.ast�c P.anGe) 6 • .N: '`'�r..,-�.�•` ...�-�..:-� »-�°"r r..A5GE.7 LI5 Section 12.86 E uatEon-i2,8.15.,m__..._... ...._ . C * _ Deflection Amplification Factor • $' Ca bxe d:,z Per Table 122-1 E _ •Importance Factor Per Section 11.5.1 1 O. Ampffirkd Elastic S.W.Displacement Per ASCE 1Q 8 6 Orifti;4• r,A$CE 7 05 ectaon,1212 f - • - Occupancy Category = n"x?'+:;:.11„'•'P.�e OA25 h„ h i _ Story Height • `A';.A = in. bx < Q,• Story Drift is OKI • • • • • W\110'AEmgineer[mOW07 Plan 2400 16 of 36 Bhp;' B 16 • IN140 VAT IVE 29970 Technology Drive, Suite 204 G'att 5/22/2008 • IS[ STRUCTURAL Murrieta, CA 92563 #: 08-1107 • ENGINEERING (951)600-0032, (951)600-0036 Fax -- • •- :�= ��, � � �. � �� - � gym, w�- �� � 51m i �5u rued�Wvod��Be�Im�4Galculation �`��� ` 16 s � I�r�hr�3earrl over Gauge Bev. D _ 6paii( a 2d3 ft Dead(psf) Live(paf) (of) Reduced Live Load(psf) • Roof 475.9 14.5 Lr=Lo -1R2, R1 Wall= 0.0 0.0 Roof Pitch • Floor 1�O -y __4D 0 324 40.0 L=Lo(0.25+15/(K„r ) 0.5)) r.... • ��_Po1n��E.oadS_.�. P1= 325(7' Ibsfrom ar�er.�Trvyy X1= 1233 ft ft j P2= d 4 meµ- Ibs from 4; at X2=GOU,!�',,F 3= Ibs fromatXft • �:�a-� ; ,�[Jrlifflrm;f�i�-Lrib:;t�d Load W1x �'.:..... . Roof = 34.5 psf"( 2 'ft/2+ Eft)= 68.96 plf Wall = 14.D sf` V ft + ft = 112 If p ( ..._... ) p,:....:_............._...._.:::..:..., Floor = 54.0 sf' �'� '�`'�ft/2+ ft 43.2 plf Beam Weight= 32 plf+ W1= 256 plf 1'aeti�r#�nr(:orrn t�,�trrbutea*`Load W2: .e Start at X- O ft End at X- ft • Roof - 34.5 psf. 755.67,;•ft/2+ ft)= 580.5 plf • Wall = 14.0 psf"( O s.ft + 0, ft)= 0 plf Floor = 54.0 psf'( 0 ft/2+ 0 ft)= • 0 plf W2= 581 plf _ -,, PA NP,iW�gr- buGed.l t W :;, ;;;°;•. Start at X= O ft L n d at X- 1" (� ft • Roof = 34.5 psf"{ 'J"f` ft/2+ =r ft)= 0 plf Wall = 14.0 psf'( *Old ft + ft)= 0 Of Floor = 54.0 psf'{ �:•„{��ft/2+ r ft)= O plf W3= 0 plf • Fb... 1.60 „1.00 0.93 1.00 l.oading Pe�ul F • E 1.00 1.00 1.00 1.00 K1= 8842 lby, K2= 6750 Ib5 F 1.00 1.00 1.00 1.00 5rgArea: 14.15 in2 Area: 10.60 in2 Mmax=l 601719 in-lb, Vmax= 8842 Ib5 Max Deflection(Y)= 0.45 in FL,= 2400 psi D+L. Allow Deflctn =L/ .240 = 1.01 in.... OK w E= 1.50 x '10^6 psi • F = 240 Pei Glu-lam Camber(y)-FO.18 in(3,500 ft Radius) °A4t k t.A'T:.•.^.a9• �°s:.^.5,..:�': 5' ictiia,IxircllOt r'rYtp ISd5 �:°° Re�i�ri?elclarl`Properties ,r Sncr- b42/6- 427.8 m3 -> 5Rco = M.. / Fb 269,E OK K AAcr= W = 131.0 in2 > APEO = 1.5"V,., /F', = 55.3 in2.... O K . 1 Al= bd3/12= 4170.9 f11 4 > IUO=Yact`I act!Yallow= 1557.5 in$..., OK WA11071Fngineerin0\1107 Plan 2400 19 Of 38 • • ��3 Sh e 16 • INPIOVATIVE 29970 Technology Drive,Suite 204 1a1 5/22/2008 IS[ STRUCTURAL Murrieta,CA 92563 08-1107 ® ENGINEERING (951)600-0032,(951)600-0036 Fax A aw perlai ael5mic E oad Combinai Eons for;Dlc�htinuou shear Nall wm- & upp rat Yg Bch rt t ire igr per 2007 G p,",bo tion aeismic Load on Beam Mil -�- s`�� rOKIttO '`ZYICj f0or' Wall Length: • 5eiernlc Sum: 15 Load= 5.8A psf 4D ft' .. (ft/2) = 3,971 Ib 15,00 • Load= gO qp psf Oi ft C (flat) = O Ib Load= a• W psf ft" C (ft/2) O Ib Load- psf , o' f•" C%4 (ft/2) = 0 Ib 3,971 lb = 3 Per ASG'E 7-05,Table 122-1 . Emh=00.(RE = 11914 Ib5 l'erCBCSectren IG054&.pSCi 7,Sactaon 124.9 • Load at Wall(Emh) 11,914 We Wall Height= `8r*'ft Moment Arm - W.gF=w- Rift Down Force= 6,354 Ib5(Usc at beam Design} O.T.M. = 95,309-„- ft-lb �'�''�y-:•��-��, ;� �Slm �5u nl�ed= o eam�,_���ulat,on° Dead(psf) Live(psf) qt(5f) Reduced Live Load(Pef) Roof= :2¢q =_ +A:�'�: 475.2 14.5 Lr=Lo RFR2, Rt= 0.72 R2= 1,00 • Wall 1a0., �= Q°= O.0 O.O Roof Pitch= ¢ 3:12 Floor= :143Q x' ix 32.0 40.0 L=Lo(0.25+15!{Yyi AC)^0.5)) • A _.. '`` P1= 6,354 ib5 from CDC Load Case 1605.4 at X1= 1525'.ft } P2= 350.• Ib5 from G1r4ttr Tru55 - •" ; _ at X2= 923?`ft P3= '`7t .Ibs from A- •T' r- at X3= nO.fS:_ft ��"F��#Jniforn;D2 f.�ibuCail€Eo,....:.{Sk9x. . • 1.2D+0.5L- Roof= 27.4 psf'( ;{c u ft/2+ oj-.T�1 ft)= 54.8 Of 1.2D= Wall = 16.5 psf'( $ ft + 2".`: ft)= 134 Of 1,2D+0.5L= Floor = 55D psf ( �'.t:6'.ft/2+ pyy'�:ft}= 44 plf 5eam Weight= 32 Of+ WI= 265 Of . .....e PaiChit?Ufil�o�;p' i'iliuted�4�oad;W2•����:�� 5tartatX End atX= 7;?;3'r ft 1.2D+0.5L= Roof= 27.4 psf'( z3 E f/2+ 12ft) ft)= 461 Of 12D= Wall = 16.8 pef'{ O; ft + ft)= 0 Of 1.2D+0.5L= Floor = 55D psf'{ CJ -: ft/2+ = 0 Of W2= 461 Of F rtizei1]nFari�t'i!ietiiifiitadL$ikitlN3 :• � r -?': ..... ...._....._.._........_._._._.__.,.._._...._...�.... auasss.:... 9ta rt at X- ni��.r+ft End at x_ =�r'b.e. ft • 1.2D+05L= Roof - • 274 " psf'( {C± ftl2+ `ft}= 0 Of 1.20- Wall = '16,8 psf'( ""0°`ft + c ft) 0 Of 1.2D+05L= Floor= 55D psf'( waxy+n ft12+ U'w ft)= O•plf W3= O plf MIX P-- e°�.�)t,;el}ustrlcritFaetore(Cj.��.»."��" . . a4-•- :rr :xs 2 ?M1�s • F, 1.00 1.00 0.9� 1.00 a:is I-4 gairdijgjfgoeult'3 M E 1.00 1.00 1.00 1.00 R1= 9340 Ibs, R2= 11252 Ib6 • F,. 1.00 100 too too DrgArea: 14.94 in2 Area: 13DO in2 Mmax= 820906 in-lb, vmax= 11252 Ibs • "saK`De6igh V81ue9 ?;' Max Deflection( = 0.53 in • Fb= 2400 E= 1.60 x ID^6 p5i • F = 240 i Ow lam Cambar(y)= 017 in(3,500 ft Radius) _ ;.��uc��/4gtru�4:5ifai�n3Pi»pet'Clew, tt�"'.>�"•tiw °,m"„ -'�`Relult�d�5ution l"ro wtlkftu :•=�'�,,"''�;;` • 6Acr bd2/6= 427h ing > 5REo = M / Fy 367.3 in3.... �K Ana= W = 131.6 In2 > Aea = 1.5'vma./F'.= 70-3 in2.... OK I a=M3A2= 4170.9 in4 W:111071Engineering11107 Plan 2400 20 of 38 - • IIII VAT III 29970 Technology Drive,Suite 2104 5/22/2006 STRUCTURAL Murdeta,CA 92563 08-1107 ENGINEERING (951)600-0032,(951)600-0036 Fax 2305Z 2 I�csection INMR -OW 4 Front of 2nd Floor • Total Length of 5hea,Nall 5cgm 5aidmind Load(Strength Level)Per,Calcuistiotishea NJ 4 • Load,v The xl.4/ 15 ft r 371 W4 H'Q I-T 14's O�M 1 :2 • 6. 5vh' vh + 0.75 h + h d. IEAb G t. Area of boundary Elarlient Cr000,Section(in) Vertical Elongation of Overturning Anchorage(in) Elastic Modulus of boundary Element(psi) e,Nail Deformation(Iri)-Table 2305.2.2(1); W/Fasterier= 61.6 8d Common Nail at Shear Wall Typer,6,4,3.&2 (2 11Z'-.131') • LvQt--.•Increased e.by 20%at 5.W.Types 6,4,5,&2 for 1061 Common Nail at Shear Wall Type 1 Non-Structural I Plywood (2 1/611 x A46') Nail Deformation(in)-TaWo 23052.2(1) Rigidity of Plywood(117/in of panel thickness)-Table 2305.2.2(2) 055,24/0 Span Rating,(15/32"-S.W.Type,1.3/8"-All others) Wall Height(ft) Maximum Design Shear(plf) --I Total Shear Wail Lengths(ft;) in. Elie iW,-e,W ao#Rcetnen r Per 65C 2W5,3 2+ -%PPortvn-q Beam Pla&-otion Fer 1605.4 e Amplified 4... IDAW,dr~v�JIVJ, �i5)Per A5CE.7.- -.12 6MI A A Deflection Amplification Factor • 6° C,6" - 1 4 Per Table 12.2-1 Importance Fa--tor Per Section 11.5.1 Amplified Elastic 5.W DisPlaumerrt P&-A-SCE 10.0,6 MIZ12: Occupancy Category Story Hrioht ft. 0..025 h.. 5tory Drift io OKI • WA1107\ErigincerIngk1107 Plan 2400 21 of 38 5h,,: WA 1 INNOVATIVE 29970 Technology Drive, Suite 204 Date. 5/22/2008 ® IS[ STRUCTURAL Murrieta, CA 92563 08-1107 ® 111GINEERING (951) 600-0032, (951)600-0036 Fax A", -- cum. D, M07y w g5t-r icumructPre;f > °.o HZ . 5tructure Period,T= 9 " = f=1/T= 5.00 Nr. > 1 z..... OKI • Basic Wind Speed (3a-Gust),V= - 't35: mph Figure 6-1 • Building Occupancy Category Table 1-1 Wind Importance Factor,Iw= „ 1.00 Table 6-1 Ex osure Cate o ` '^_"t3 r = 5ection 6.5.6 p 9 ry_ =:�a��a- Mean Roof Height,h= w Zt?.<<: ft Building Length, L= ft Figure 6-6 Building Width, B= i "='. '40 ,ft Figure 6-6 .. L/13- 1.05 Figure 6-6 • h/L- 0.48 Figure 6-6 Roof Pitch= 4µT_ :12, 0 = 18.4 degrees • Topographic Factor, "ems �_; t: 5ection 6.5.7&Figure 6-4 Kzc= 9 • Velocity Pressure Exposure CoefF.,Kh= ,.— 0.02 5ection 6.5.6.6&Table 6-3 . Directionality Factor,Ka ran:,.085 5ection 6.5.4.4&Table 6-4 Guat Effect Factor,G= " ='_' D SS 5ection 6.5.3.1 Enclosure Classification = ria6i6dMPN 5ection 6.5.9 • Roof Velocity Pressure,of,a qZ= 9.75 psf a=0,00256 KhKZLK jY-'I ,Sect 6.5.10 '• •• --4 ' 4 Ho*Fore' ii�g-Sy tern: 1 sin iia aPie> sure ectEon 6 5 a2 21 Ili id ° ° _,. n : w., n _ • External Coefficients=Cp-Figure 6-6 • 5ection 6.5.12.2.1,P=qGC,- -(GC ;) Internal Coefficient=Gcpi-Figure 6-5 + Internal - Internal Windward Wall Pressure,P=qhG*(C,= 0.80 ) - *(GCi = 018 . ) = 4.87 & &.35 psf • 2 leeward Wall Pressure,P=qrG*(C,- -0.49 } - qh*(GCi=;':.'0;18'_ ) _ -5.51 & -2.31 psf O Windward Roof Pressure,P=qhG*(C,= -0.0-4 } - q},*(GCi=':'; -2.07 & 1.44 p5f P=qhG*(C9= -0.48 ) - qt,*(GCi= -5.74 & -2.23 pof • ® Leeward Roof Pressure,P_qhG*(Cn=1 -0.57 } - qh*(GCi = " 01$;`' )_ -6.47 & -2.96 p5f 4 Y h'_ �°� [�(��� ft 5 x h2= ° `8 5 ft hi= ft h2 1@2r9toiwigtrtpFf{X=f}recior)gs " • F 2nd Flr Windward Wall,Pl*h2/2= 36 plf • 2nd Flr Leeward Wall,P2*h2/2 = -25 plf Wind Roof(Po5),P3*(hr-h1 otif l r"[l." �;� ,-h 2) = 4 4 plf- u��, h, C b 2 Wind Roof(Neg),P3*(hr-hl-h2) _ -16 plf -> -38 plf Leeward Roof,P4*(hr-h) _ -18 plf 1 -> -43 plf • w. ...�r• gip. - 9 �3A� OIL81 plf let Flr Wind Wall,P,*(h2/2+hl/2)= 71 plf lot Flr Lee Wall, P2*(h2/2+hl/2) = -49 plf 5i° r ° .' 121 pif L2 INNOVATIVE 29970 Technology Drive, Suite 204 [?ate:' 5/22/2008 IS[ STRUCTURAL Murrieta, CA 92563 # 08-1107 l ENGINEERING (951)600-0032, (951)600-0036 Fax � aRif aake Load Am,9'J"i5 at'2-5tory Builcline 9 Proposed Project Location: City of Lake Elsinore, California LatituGe deg Longitude deg * • Governing Code: 2007California Building Code(C6C) 337056+ 1173227 'Soils Report: Albus-Keefe. Job# 1216.02 • Dated# 24-Jun-08 n Ear h�ua De�ig p Chapter l 0, 2007�GPG& A5C<E -'05'' • O ' Dea l` a (=:W), p�fi �4 �� Ea�thivake Dei P�rart �ters Roof 2Q psf 5'te Clare= emu.[ Fe r Table 161 3.5.2 s Wall = 1E� °" p5f Short Period S.A.,Ss= 0 ' USGS . Total 2nd Fir= 30p _ p5f 15 Period 5.A•,51= lJ505 Floor= 14 p5f Site Coefficient,Fa= 1,00 Table 1613.5.3(1) Wall= : 2D - p5f Site Coefficient,F„= 1.50 Table 1613.5.3(2) • Total lot Flr= �-34 pe'f I 5me=F.5,= 1.50 EQ 16-37 . Total Weight (W)= 64• 5f 5m,=F,51= 0.90 EQ16-36 Svs=2/3 5ms - 1,00 EQ 16-39 i Vr 50,=2/3 5m,= 0.60 E016-40 • �� 5eiomic Design Category= D 1613.5.6(1)&(2) Vf Height of Building,h„_ 20:00: ft Response Modification,R= :,:::6i5€3 Table 12.2-1 h; Importance Factor, le= L 1.00 Table 11.5-1 ��_ xr Occupancy Category= �.�ll Table 1604.5 ' Seismic Design Parameters per 5oile Report as provided Tables listed above are located in Chapter 16 of Governing Code V=•CoWApprDxtmate$1=uxilamenlalP,errd( Z .2.1 �,.. • Cs=5P5/(K/I)= 0.15 Ct = ' A Table 12.8-2 • Cs=5v1/T K/I = 0.49 Max x= _ia:75T` Table 12.8-2 • C5= 0.01 Min T Ct(h„} = 0.19 Base Shear, V= 9.85 p5f Gong Period Trans,Tu= ;_ Figure 22-15 Allow 5trese V/1.4= 7.03 p5f . (5ect.12.3.4.2) p= 1.30• Kha ¢'.' d!eGica1`19L ri# fr�tt�aforc"e 'eraectien 12.8:: • Eh = Qe= 9.14' Of Wi hi p p• Willi EWihik 'Fx (p5f) 2Fx(p�-,f) . Ev=0.25D5D 30 171 . 510 510 5.84 5.54 - Roof(Vr) 34 8 5 289 799 3.31 3.31 = Floor(Vf) �4 0 O 799 O 9.#4� 1 =Base(Vr Vf) *Fx=C,V Cvx=Wihi /S'1Mhi • k=1.0 • W;\1107\Engineering\1107 Plan 2400 23 of 58 ` INNOVATIVE 29970 Technology Drive, Suite 204 Dae 5/22/2008 STRUCTUHr1L Murrieta, CA 92563 OS-1107 ENGINEERING (951)600-0032, (951) 600-0036 Fax © -- � lflcid 5hearlta�fiDeSigt� - PPr COG Table 23�6.3.� • ��=:r , Total Length of Shear Wall Segments 16: s� .w- 5ei5Vnrc Lodd 16 • .-''G .'« 4tiz..•,.'aJ;.:.•' i'"xrx•"a, Load= 5 84 paf x ft x Ate, ft/2 = 3971 lbo Load psf x �O ft x 0 ` ft/2 - O Ibs • Load = 0D OQ p5f x p ft x t ft/2 - O Ibs Load = 00 p5f x x v ft/2 = 0 Ibs Load = kQ 0bk� pef x 0;- ft x is ft/2 0 Ibs Load = 000: psf, x ON, ft x D ft - O Ib5 Total 5eiemic Load = 5971 , • _ Wind.Load a za�sz,5�,x,-zs'E"c^, �.»=a. � :.a•?� �sRs: b`:. i Load = &7f plf x 4 0 ft /2 = 1660 Ib5 Load = ;; plf x r 1 ft /2 = O Ib5 • Load = A3 pIf x i ft /2 = O Ib5 :.• Load = x Q PH x ft = 0 Ib5 Total Wind Load _ 1600., Ib5 • it•Yd. Eear iJ� " g #I C 1&k per •• Reduced b7- 5trap .� �_- A,,,�.��;'�.K rr� �tf?a).. z. -_� E' , p �•�: C13C Table 2c 5,971 16.00 246 260 6 • as app 1,660 16.Q0 104 260 6 at W � WDW Hght ft, Aspect Ratio= 0.5 1 •?n�-.�.ya.�.. °a NOW': ON �. ? -�` A"�•xe•r•s gar `r` .° " -w4.- .z..J'hP.arWall yrltcli o$t,fXD3Yti�i 1/'e5r ,n • W 1Cge,:Wal[� � a 5hear Load at Wall = 39Ii Ib5 Height S ft Overturning Moment(O.T.M.) = 31768 ft-lb • Width = 16 ft Resisting Moment(R.M.) = 19456 ft-Ib q,f'rrb DeadpLoad 1Na11' O.T.M. - 0.9 R.M. = 14255 ft-lb . Roof= a~ 4 ft/2 Uplift 591 I1b5 • Wal[_ .:.. ft Uplift from 5hear Wall Above= (? Ib5 . Floor " 0 ,, h ft 7 2 Total Uplift= 891 Ib5 • Provide: C516 Floor to Floor Strap w/ 2x4 Post Provide: 5TH014 Foundation Holdown w/ 4x4 Port ALT: HTT22 i phxagrra "r rr milt s - °tte 00 . Total Lateral Load,Y= 3971 Ib Top Plate Stress= 117 pif Length of Diaphragm,L'= mm4�v :ft Top Plate Drag Length= =.18 ft a Diaphragm Stress,v=Y/L= 117: pIf Top Plate Splice Load= 21024 Ibs • Length of 5hear Wall Line, Lw = " " ft Provide: 2-G516 Hardware Spacing= 45 "O.G. • W:\1107\Engineering\1107 Plan 2400 24 of 35 7-7 ® 5t W 2 INNOVATIVE 29970 Technology Drive, Suite 204 Dte 5/2212008 STRUCTURAL Murrieta, CA 92563 05-1107 . ENGINEERING (951) 600-0032, (951) 600-0036 Fax n' --• F7 TQWo'd5heai 1NaI( De6igrl Per CBG Table 23�F3.1 .. _ . � gl . Total Length of 5hear Wall 5egment5 12 Ili �s 'P 5el5mic Load4 5.75 Load = 'e'-4'_ ref x 34 ft x D _ ft/2 = 3971 Ibs 7 Load = O,t3Q0 r p5f x © ft x O' -: ft/2 = O Ibe Load pef x wQ• ft x =( ft/2 - 0 1b5 Load = 0 OD'*s pef X ft x 0 ; ft/2 = 0 Ib5 Load = _ 0 0dt pof x �:p ft x c -- ft/2 0 Ib5 Load = 0 C .R pof x Q" ft x ; :` ft = O lb5 • Total 5eiiamic Load= mod§ 3971 7Ib5 a Wind Load Load= - plf x 40 ft /2 - 1660 Ib5 • Load = ,F'C7M pl x 0 ft /2 - O Ib5 Load = '?`:-D _ p!f x r ft /2 O Ib5 Load = 0• p'f x 0 ft = 0 Ib5 Total Wind Load = 1666 Ib5 ® m nt�d 5hear Watl Cherk`pr r GIB( table Z306 4 l =�r a Reduced by 2w/h perINVOW • CBC Table 2305.3.4 Seismic 3,971 12.75 311 600 2 • a5 applies Wind 1,660 2.75 130 600 2 • 5trap at Wdw'7cor N 1, G N Heht T ft, Aspect Ratio 0.5•:1 shear=11 i1 nd PoSt&iHoldow�` eoign I:aS6 Wall 5hear Load at Wall Height ,$ = ft Overturning Moment(O.T.M.) = 3176b ft-Ib 1Mdth - ''1 ft Resisting Moment(R.M.)= 17100 ft-117 • Trib 17 r 1 badrnnWo O.T.M.- 0.9 R.M. 163743 ft-117 i oof= '4: ft/2 Uplift= 1092 Ib5 >� Wall= 8 :ft Uplift from 5hear Wall Above= p Ib5 . Floor= = C7 ft/2 Total Uplift= 092 Ibs . Provide: C516 Floor to Floor Strap w/ 2x4 Post Provide: OTHD14 Foundation Holdown w/ 4x4 Post ALT. HTT22 • .,A.f�3 NNE17�,i. n S Total Lateral Load,V= 3971 Ib Top Plate 5tre55= 117 plf Length of Diaphragm, L=10MMIft Top Plate Drag Length 12,_ ft • Diaphragm Stress,v=V/L= 117 plf Top Plate Splice Load = 1343 lb5 Length of 5hear Wall Line,Lw = -344 ft Provide: C516 Hardware 5 acing = 45 "O.C. • W:111071Engineerin011107 Plan 2400 25 of 35 • • • 5hta W 2 Rrcw. • -$ INNOVATIVE 29970 Technology Drive, Suite 204 i7 6/22/2006 ' STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax -- • = �::F:s Perforated Shear Wail Design wl force Tranofer • M M. Around Qpentrtg Gou pled E3eam Analogy.; Per 23Q5.3.8.1 • Fl00r • V,Shear Z971 I:70 w• :Hli sty r qb"L— iear WaIL[7 men�ian� • - L- A � ��-c S.W.Width,A 5.:'� ' ft v 1 �- • D :: ft • n Ix E '3 = uuF yN .a�/ ft • iv x f1= r S ft W= 14.6 ft • v v1 xn x1 LL I= D+E/2= 2.83 ft • J =A+6/2= 6.75 ft 1.1 =C+6/2= 8 ft • o u 0=D+E/2 = 2.53 ft - • - ReSu Its Provide Type 2 5 he<ar Shear Entire Wall with • �J� CS16 Above&Pelow Opening x • in TY Y= K'I/J = 751 Ibe• • - X=Y'J/l= 1791 I175 • li G • }o-B/2 > T=[(rl5/2)/P]= 565 Ibo • q I Y u1= T/(B/2)= 565 pif • • • • • W:\1107\Er0ineer1ng\1107 flan 2400 26 of 38 • yw z� • I � II Z=[(K*(E/2))/A]= 467 Ib5 • may W=[(K*(E/2))-(Y*A)]/A= -284 Ib5 • K ' u,i= K / A= 311 pif A • Y J J=K-T= 1226 Ib5 III T, J/A= 213 pIf 1111 K Z 1 Iy K • T— Q=[K*(E/2)/A] = 467 Ib5 Iv P=((Y*A)+(K*(E/2)))/A= 1215 Ib5 v,v= K/A= 311 pIf . l �< jP Q < r� D=V*H/W= 2154 Ib5 m _((a*A)-(P*A))/F= 1460 Ib5 v R=((Q*A)+(N*F))/A= 1403 Ib5 • M T((K*F)+(Q*A)-(R*A))/F= 325 Ib5 Provide C516 Strap A�1 uv= N/A= 255 pIf L=K-N = 325 Ib5 R v u- W vv,= L/(B/2)= 325 pIf cL � I x_ _ � K=V*[C/(A+C)] = 2180 ib5 • �f vll vlil Y=K*O/L1 = 771 Ib5 Vr X=Y*L1/O= 2180 Ib5 o Ix 7 WA11071ErOineering11107 Plan 2400 27 of 38 T T=[(Y*13/2)/D] = 580 Ib5 v vi o uvn= T/(13/2) = 580 plf Governs Shear Type • �z wl } K i • —T Z=[(K°(E/2))/C] = 569 Ib5 x W= [(K*(E/2))-(Y*C)]/C= -304 Ib5 • < —L uix= K/C= 311 plf • G • }� K-T= 1600 Ib5 �- vlll uv,,,= J/C= 229 plf • tZ Wt I G �I • K Y} S � x Q= [K*(E/2)/C] = 467 Ib5 P= ((Y*G)+(K*(E/2)))/C= 1238 Ib5 Tc� K p 1 ux= K/C = 511 plf 1Q f� IT K ej x� D=V*HMI= 2154 Ib5 . LL N=((D*C)-(P`C))/F= 1746 Ib5 N U R=((Q*C)+(N*F))/C= 1383 Ibs c�1 M = ((K*F)+(Q*C)-(K*C))/F= 434 Ib5 uxi= N/C= 249 plf L= K N = 434 Ibs uxii = L/(6/2) = 434 plf • { W.V1071Engineering11107 Plan 2400 28 of 58 • mS}it W 3 -vim" . _ INNOVATIVE 29970 Technology Drive, Suite 204 5/2212008 STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax a - MR a r � � Woodhear Wall I�eIgn - per GBG Table • _. .. l • Total Length of Shear Wall Segments ��v�et5rnic load = _ 13.25 • Load= 47 584 p5f x R4D ft x 34' ft/2 = 3971 ib5 Load= � 0 ' p5f x ft x 0 ft/2 - 0 Ibs • Load= {30C? p5f x O ft x 0 `` ft/2 - 0 Ibs Load D Dt p5f x O _ ,ft x J ft/2 = 0 Ibs Load = pof x U ft x 0 ft/2 = 0 Ibs • Load = ft x mt� ft - 0 Ibs Total Seismic Load= 39,71` ,, Ibs Load plf x '7?4 ft /2 - 1411 Ibs Load= m=' Q plf x '!% ft /2 - 0 Ibs -- - Load = y:�'= plf x 0 ft /2 D Ibs -... Load = r plf x me ft - 0 !bs focal Wind Load. = 1411 ;g, ���� '° e��e���✓-�fjear b"Ydl,{,b rk_per f f3G Table 3CJ6�- ,F �4 �; Reduced by 2w/h per f a��jct (� 'y x_.��AT- A e • C13C Table 2305.3.4 Seismic 3,971 13.25 300 550 4 • as applies Wind 1,411 13.25 106 260 6 Strap at Wdw/Door N WOW Hght- �: ft Aspect Ratio= 0.6 1 '- 5heanaliI'tt:8rlodovr CeSign _•z "4,s:° ^^.,.-�s.xm �C...,:,H..SY ,. 'lf$Pa'e¢ie.a�:.:"'dye ax h,.,.u�...t... , x �orsCe V+/alf m 5hear Load at Kali = 3911 Ibs Height ft Overturning Moment(O.T.M.)= 31768 ft-lb width= x t3 25 r ft Resisting Moment(R.M)= 39677 ft fb ad�Loadon t�lail' :' O.T.M.- 0.9 R.M. _ -3941 ft-Ib 0 ::aF-'- akv.a S Roof ft/2 Uplift= -297 Ibs Wall= ft Uplift from 5hear Wall Above=hr.� D - Ibs Floor= O `='w ft/2 Total Uplift= ;-297 Ibs • Provide: No Floor to Floor Strap w/ No Post • Provide: No Foundation Holdown w/ No Post • �a�i�a to�`Cre pall�'• i�&�''�;" '_.. i<' Tota4 Lateral Load,V= 3971 lb Top Plate 5tre55= 99 plf Length of Ofaph rag m,L=Nowni ft Top Plate Orag Length= <27;r:; ft Diaphragm Stress,v=V/L.= 99^ ` Of Top Plate Splice Load= 2651 Ibs Length of Shear Wall Line,Lw =I`I. =:-'i ft Provide: 2-0516 Hardware Spacing = 53 "O.G. W:\1107\En0ineerin0\1107 Plan 2400 29 of 36 • F51it W 4 • r� ., INN 0 VAT IV E 29970 Technology Drive, Suite 204 k`� "patee; 5/22I2008 • STRUCTURAL Murrieta, CA 92563 # 08-1107 • ENGINEERING (951)600-0032, (951)600-0036 Fax Wood Shear WaU De51gn '1'er CBC�Table=2 Q 1 ME �. • -: a �"F7 Fro4 2nd Floor, . _ r., _ • 1 otal Length of Shear Wall 5egment5 15' 5esm�c Load 15 Load = 58 _ p5f x :40.4. ft x ?34 ft/2 - 5971 Ib5 Load = a66 p5f x 0 . ft x 6- ft/2 = 0 Ib5 Load = D.00, pc x �O ° ft x 0 - ft 12 _ 0 Ib5 Load = "Q.00 p5f x 0; ;-ft x D: ft/2 = 0 Ib5 Load = 0.000 p5f x ;0 ft x © .:r. ft/2 = O I175 . Load = OOp ' p5f x D` ft x D ft = 0 lbs Total 5eismic Load -.. ..,, +N1nd Load d• Load = 83 plf x 34 - ft 12 = 1411 Ib5 • Load= "© plf x 0 ft /2 = 0 Ibs Load= D plf x O ft /2 O Ibs • Load= wf D plf x 0 ft = 0 Ib5 Total Wind Load - t411 :... .` Ib5 ` i,. z �egmenfied 5hearlNai!'Chµe ke"r Tabl 64.1 • " Reduced by 2w/h per >ype" Jh�• E Width Ft v :`�If) « vallo+`�'�`'r'i T e • C15C Table 2305.3.4 Seismic 5,971 15.00 265 600 2 • a5 applies Wind 1,411 15.00 94 600 2 . 5trap at Wdwl Door J., N WOW Hght 0 = ft, Aspect Ratio 0.5 1 .. ...... S Y Wall End_Po ea&R'O'l�ow'n Design ' Woet GaSe Wall ._„- Sh Load at Wall = 3971 " Ibs Height= 8 ;.;, ft Overturning Moment(O.T.M.)= 31768 ft-Ib Width= = y1 = ft Resisting Moment(R.M.)= 50850 ft-lb fr�ib[7ead Load on WaA O.T.M. - 0.9 R.M. = 13997 ft-lb Roof= - 3A=` ft/2 Uplift= -933 Ibs • will = 8 ft Uplift from Shear Wall Above . Floor- D ft/2 Total uplift= =933 `:` lbe Provide: No Floor to Floor 5trap w/ No Post • Provide: No Foundation Holdown wl No Post ,.ptapl-rag 5t re* ,Drag=Co�,w Ilesto &i�Top�IlaDes�gn �•,:, . Total Lateral Load,V= 3971 Ib Top Plate 5tres5= 99 plf • Length of Diaphragm,L= 4.0= ft Top Plate Drag Length= ._`2D ft Diaphragm 5tre55,v=WIL= 99. plf Top Plate 5plice Load= 1986 Ibs Length of Shear Wall Line,Lw = :wr'4D�ft Provide: 2-0516 Hardware Spacing = 53 "O.C. W:\11071Engineering\1107 Plan 2400 30 of 38 W 5 v. INNOVATIVE 29970 Technology Drive, Suite 204 [�c 5122/2008 STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951)600-0032, (951) 600-0036 Fax . VVoo5 r1�la[[ CJe51�ri er CBG Table 23D6:3:1" STotal Length of Shear Wall 5egment5 • 5eiemic Load s 16 • Load= n 5 8 p5f x 34 >'t x 40 ft/2 = 3971 Ib� Load = 3 31 pof x 9 ` ft x 9 ft/2 = 1226 ib5 Load= �,DW:3, p5f x l O ft x ft/2 - 0 I175 • Load = ©0t p5f x C3 ft xU - ft/2 = O Ib5 Load= OOQ psf x T Q ft x Q`i ft/2 = D Ib5 Load= w 0 DO' pef xd ft x 0 ft - O Ib5 Total Seismic Load= "a198 ibs 4 Wand Load N Load= x3 plf x }D ft /2 1660 Ib5 • Load= 11 ' plf x ft /2 = 1150 I b5 Load = _ bx Of x C ;; ft /2 O b5 - Load = � plf x �r;.:a� ft 0 Ib5 Total Wind Load - 2`81C Ib5 e er dSPic ar Wall c heck' Pr CSC t�b'�'2�06 ;" _ m..,#'. V " Reduced by2w/h per , ?p t>) Ua �: if J'ya ..,.¢,4,4,f.. CDC Table 2305.3.4 Seismic 5,1% 16.00 325 350 4 • a5 applies Wind 2,310 16.00 176 260 6 Strap at Wdw/Door 'Al WDW Hght C f Aspect Ratio = 0.5 :1 C 5hear Load at Wall = I I Ib� Height- '.:R;.. 8 r' ft Overturning Moment(O.T.M.)= 41584 ftit; Width= 16-* rry ft Resisting Moment(R.M.)= 35226 ft-Ib O.T.M. 0.9 R.M. 9881 =t, lb Y•ir.-r:rnsM.4Yt2A:J'S...._':L. Roof= '%?: ft/2KK Uplift= 615 I e • Wall = 16 ,` ;� ft Uplift from 5hear Wall Above= �391 Ib5 . F[oor= r 1 C = F f1 12 Total Uplift= 350 Ibs Provide: 5THP14 Foundation Holdown w/ 4-x4 Fo5t ALT: HTT22 fflt�iftt�ma1;�s55.3Ar Co tnr5&.1 a PIGt.e UeSE n � -� y fi Total Lateral Load,V= 5198 Ib Top Plate 5tre5s= 153 plf Length of Diaphragm L .30e .ft Top plate Drag Length = 1 ft Diaphragm Stress,v=V/L= 153 plf Top Plate Splice Load= 2399 be Length of Shear Wall Line,Lw = 39„ -'aZill ft Provide: 2-0516 Hardware Spacing = 40 "O.G. W:\1107\Fn,3Aeen4i0\1107 Plan 24-00 31 of 38 • • ht: W 6 . INN 0 VAT IVE 29970 Technology Drive, Suite 204 Dater 5/22/2008 STRUCTURAL Murrieta, CA 92563 08-1107 • ENGINEERING (951) 600-0032, (951) 600-0036 Fax n -- NO � ''` FWaod Shear tiAlaf['DeS,gn,'< Pe CBC T9 G 2306 31 • 6 ,of-.�7c�rEig6= T• 5hearW ent5 w Total Length of all 5egm `W1C , x 5eism�c Load 16 • Load= 3,31 pof X .40 , ft x 40 ft/2 = 2648 Ibe r' Load = O.OD` ';. pof x te:O ft x ='-'D ft/2 = 0 Ibe Load = 0:00 pof x -0 ft x �.0 ft/2 - 0 lbe Load = O:OQw:.' pef x O ft x u_0'" ft/2 0 1b5 Load = OC:;: pof x ; :. �,O ft X ;- D x ft/2 = 0 Ib5 • Load = O.00 W. pof x `~'-0;__ ft x D., ft = 0 Ib5 s..:.c Total 5eiomic Load= 2648 [be I� ?` .f:ksz Wind oil Load= 121=3 pff x `--4D�. ft /2- - 2420 Ibe • Load= .0 plf x r;:N 0 ft /2 = 0 Ibe Load= 0-> plf x 0'a°_ ft /2 = O Ibe • Load= "--0 plf x O ft = 0 Ib5 Total Wind Load= 2420 r Ib5 . - Segmented Shear Wa11Che_ck ear CBC1Zv06.4.1 - , A"'{IIY iFTYRIIPIAIAAY� ®Y1Ai S " Reduced by 2w/h per . `ry Pe ..:OWN MIA, v ,Pf; IF "all ?=Y • C15C Table 2305.3.4 5eiomic 2,648 16.00 166 260 6 ae applies Wind 2,420 16.00 151 260 6 • Strap at Wdw/Door N WDW Hght= ;x 0 ft Aspect Ratio 0.5 .1 W Holdown CJeeign M:Ar Y WOrel;Ca"..Wafl Shear Load at Wall = 2648= Ib5 • Height- _.-8 ft Overturning Moment(O.T.M.) = 21184~ ft-Ib Width ft KeNotirg Moment(f:.M.) = 34048 fL-lb 4:. z ::-a.Trlbil]ead-.Load=oii.Wall;:;:`,'. ;: O.T.M. 0.9 R.M. _ -9459 ft-lb Roof= ;__. =0 ft/2 Uplift= -591 Ibs Wall= ��_` 8-";. ft Uplift from Shear Wall Above Floor= ` 22;; ft/2 Total Uplift "`'."I(: ra9.f;'=•,'.:.°': lbs • Provide: No Foundation Holdown w/ No Poet "" Di phragm Stream,Drag Col,,., cto��,;�,TopgPlate�pes�gn • Total Lateral Load,V= 2648 Ib Top Plate 5tre55= 113 plf • Length of Diaphragm, L= 23,5: ,x_.., ft Top Plate Drag Length = ft • Diaphragm 5tres5,v=VI L= 113 plf Top Plate 5pfice Load= 789 Ib5 Length of 5hear Wall Line,Lw = 23:5 "` ft Provide: 0516 Hardware 5pacing = 47 "O.G. • WA1107\l=n0ineerin0\1107 Plan 2400 32 of 35 • �,r=lrlcit: W 7 k I N IU 0 VAT I V E 29970 Technology Drive, Suite 204 17ate. 5/22./2008 • STRUCTURAL Murrieta, CA 92563 # 08-1107 • ENGINEERING (951) 600-0032, (951) 600-0036 Fax ' x "1Noo xM he �, x$ ., _:;, ����-•���:.:,N,�:d�5 , ar VVaI[ Design..,.�P� :BC.Ta;t?1e23�6 31 ., '7'. , ;•�•'=�-` : " 's �-'= ,��' w Ri ht D�15t 1'00 7 e m01 Le g h of.Shear Wall S q ent5 9e�5rriic Eoad nt - 15 • Load= :+ 5.84 p5f x '34 ' ft x 4fJ ft/2 = 5971 Ib5 Load = 3 31== p5f x 40 '' ft x 21 ft/2 = 1390 Ib5 Load = = 0.0 p5f x 0 ft x O� ft/2 = 0 Ib5 Load = Q.QC3?- . p5f x ftQ °ft x .0:: ft/2 0 lb5 Load= D.00 ` p5f x O ft x . !'O` ft/2 = O 11b5 Load= 0.,00. p5f x ft x ft = O Ibs . Total 5eismic Load = 5361 Ib5 ..M Load = 83, Of x ft /2 - 1660 175 • Load = 121== plf x i21 .: ft /2 - 1271 Ib5 • Load = O'er:. plf x Off-. ft /2 - 0 Ib5 Load Q :.•` Of x ° s O ft = 0 v5 • Total Wind Load = 2931 W- Ib5 Segmented-Shear Wa11 GFeck per' GPCTable 23�f°36.4.1 - • Reduced by 2w/h per T e , th .. . ;yP �,�1 A r �.,.e ft) C15C Table 2305.3.4 Seismic 5,361 15.00 357 490 3 • a5 appfie5 Wind 2,931 15.00 195 260 6 • Strap at Wdw/Door 1 N WDW Hght D ft Aspect KatioV= 0.5 1 r SFiea °Watt End Post&Holdown DesEgn; s ::. '. ' a� ar6t Case Wall Xs Shear Load at Wall= , 5361 Ibs » x �:» a • Height >8. ?- ft Overturning Moment(O,T.M.)= 42888 ft-lb Width= ` 15w``'ft Re5i5ting Moment(R.M.) = 30960 ft-lb ;;Tribnead Load o }1!ilali=, r O.T.M. - 0.9 R.M. = 15024 ft-lb t,_.„.. S, Roof= " 4.-.- ft/2 Uplift= 1002 ' Ib5 • Wall= + 16 ft Uplift from 5hear Wall Above= 1092 Ib5 • Floor= A.�1.6. . ft/2 Total Uplift= ,-,2094 '' `" lb5 Provide: 5TH014 Foundation Holdown w/ 4x4 Poet ALT: HTT22 '1 Dia hra9m 5ROOM Drag Ooll ON °.e�►gn • Total Lateral Load,V= 5361 lb Top Plate Stress= 134 plf Length of Diaphragm,L= 40-.-1 ft Top Plate Drag Length = 18 = ft . Diaphragm Stress,v=V/L= M1 y 134 plf Top Plate Splice Load= 2415 Ib5 • Length of 5hear Wall Line,Lw = ; - 4.O '." '. ft. Provide: .2-0516 Hardware 5paeing= 39 "O.C. • WA1107\Fngineerin6\1107 Plan 2400 33 of 38 = ht� W 8 INNOVATIVE 29970 Technology Drive, Suite 204 5/22/2008 STRUCTURAL Murrieta, CA 92563 # 08-1107 . ENGINEERING (951)600-0032, (951) 600-0036 Fax eh: 1 ood heaFl+WaIRQ`-e61g'n:- Per.GBC Table 2606 of :b1 FIc�Dr Total Length of bhcor Wall Segments ; 11�5 • ,. ,� ..� 5ei�rnic L aad S • goad +. p7f x 40 Y ft x 5. ft i 2 = 397' IS73 6.25 Load = 3 01 ,; psf x �D Y ft x 7 ft/2 = 1125 Ibe Load = D OD_, p5f x 0- ft x ft/2 = O I bs Load= OD r psf x C = ft x pke o- ft/2 = O Ibe Load = 0 00 pa x r s l C' ft x = D ft/2 = D lbe Load = pef x ft x ft = O Ibe _... . . . • Total Seismic Load - 5097 em Ib5 FINLoad • .3 a Load= •c� =� plf x �W 54 . ft /2 1411 Ib5 Load = 2i; plf x ,�n];'.. '°� . ft /2 1029 Ib5 ® Load = plf x I »W, ft /2 = 0 Ib5 Load apa°? plf x c� wy ft = 0 Ib5 -. • Total Wind Load - 2440 Ibe Wal'C C'ck per ?iG a17 e;Z 061� x 4 i? Reduced.by 2w/h per .�. . �see�as �.�. -.•,-.• ��� C13C Table 2505.3.4 5eiem'sc 5,007 11.25 455 490 3 ae applies Wind 2,440 ! _ 11.25 217 260 6 -- g Strap at Wdw/Door= =N .-.. Wl7W Hght= Q ft, ASpect Ratio= 1.6 :1 w � - * torstase,Wa[P Shear Load at Wall = 2,?G6 IbS Hejeht- w8` ft Overturning Moment(O.T.M.)= 18128 ft-lb . width = 4 fy k :ft Resisting Moment(K.M.)= 6875 ft-Ib w� =t;t(;Dead��li�ad�on+Wa1"�;� O.T.M. - Q.9 R.M. 11941 ft-lb ; Roof= `==���••"-_ 34;�i~�,� ft/2 _ Uplift= 2388 I1b5 . Wall = g ft Uplift from Shear Wall Above= 0 �- Ibg ff Floor ft 12 Total Uplift Provide: 5THD14 Foundation Holdown w/ 4x4 I oyt ALT: HIT?.?_ Total Lateral Load,V= 5097 lb Top Plate 5tre5e= 127 plf Length of Diaphragm,L= 99!!=Y ft Top Plate Drag Length= =- 14': °ft Diaphragm 5tre55,v=WL= 127 plf Top Plate Splice Load= 1720 Ib5 Length of Shear Wall Line, Lw. _ > ,r HY; ft Provide: 2-G516 Hardware Spacing= 41 "o.c. • W:i110715nginccHng11107 Plan 2400 34 of 38 i • 5ht: W 9 N N QVAT1 V E 29970 Technology Drive; Suite 204 [late: 5122/2008 i STRUCTURAL Murrieta, CA 92563i 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax -- ' x 9iFWood 5hear afl Design per=CBC1"able�23i7631 x ..� - • Total Length of Shear Wall 5egmento _ 8 .5ei6m�c toad • Load 3.31 p5f x O° ft x 40 . ft/2 = 2648 lbo Load = 000' pef x `D_, ft x W''`0 _ ft/2 = 0 lb5 Load= =QAQ p5f x O-.L ft x _ 0 ft/2 = 0 Iba Load = Z2.00. p5f xD:y ft x r� :Q ft/2 = 0 1b5 - - Load = aO-.OQ=f p5f x �'•Q: ' ft x �._ ft/2 O !b5 Load = 0.-00 pof x _- 0 '. ft x O ft 0 Ib5 • Total Seismic Load = G/�•�tCL fb5 dGH3 Wind Load k� . -'.,- -v...._......m�t 5 r.—w...F»^3°.ri"+`•e^2• wh.[.."..F...Y'.Y..... '::. ..,...ev':.=.'. °b' �.Y�—.T..`..`��:.`5 +�.-w Y�Y....:: Ht Load ?i 12i ::-- plf x 40;- ft /2 = 2420 Ib5 Load = T Off* plf x 0)9-; ft /2 = 0 Ib5 � m = Load = ""'�;r,0., plf x ��0, ft /2 O iba • Load= - Q - Of x 0 - ft = O Ibo • Total Wind Load = 2426 Iba - w ' Se mented Shear N/aI!Checl;� er CBC'Table 23Q6!{-:.1 � -" - - Reduced by 2w/h per rYp ,s; (Ib,} Total Width (ft} v�{ptf). i'allp RR C13C Table 2305.3.4 56Eemic 2,648 8.00 331 350 4 as applies Wind 2,420 8.00 303 350 4 Strap at Wdw/Door N WOW Hght= . y 0} ft, Aspect Ratio 10 1 �'� Worst;Case WaII 5hear Load at Wall= _ 2648 Ib5 Height = 8 : ft Overturning Moment(O.T.M.)= 21184 ft-417 Width= a"8 ft Resisting Moment(R.M.)= 3942 ft-lb Trlbi7ead Load`an Wal1;. _ O.T.M.- 0.9 R.M. = 17636 ft-lb Roof= `v -0 , ft/2 Uplift= 2204 I175 ft Uplift from Shear Wall Above • Floor= ' 1 6=:-.- ft/2 Total Uplift= Frovide: 5TH014 Foundation Holdown w/ 4x4 Post ALT: HTT22 s Diaphragm 5tre5s,i�ra9 CollectcLr5 OM E9112e QL • Total Lateral Load,V= 2648 lb Top Plate Stress= 331 plf Length of Diaphragm,L= 40 ft Top Plate Orag Length= ft Diaphragm 5tre55,v=V/L= �66 plf Top Plate Splice Load = 0 Ibe • Length of 5hear Wall Line, Lw = '- ` :'8; — ft Provide: C516. Hardware Spacing = 16 O.C." • WA1107\Engineering\1107 Plan 24,00 35 of 38 W 10 INNOVATIVE 29970 Technology Drive, Suite 204 Vi.tF 5/22/2008 STRUCTURAL Murrieta; CA 92563 #: 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax iNood Shear" Wall C�eSign t'er,CBC Table' 23DF:3.1 ... yr'ont of Living < • Yg� Total Pnyth of Shear Wail 5egment5 1.015, 1= 5ciyrn,c Load 3.75 • Load = 5 84 psf x 10 ft x � ft/2 - 3971 Ibe 6.75 Load w 3 p5f x �1t ft x :22 ft/2 - 1456 Ib5 p5f x a0 ` ft x — ft/2 - 0 Ib5 Load = s 0 00 p5f x ;.r 0 a ft xrt3 ft/2 - D Ib5 Load = 0 0(1:a p5f x O ` ft x D 9 ft/2 - 0 Ib5 Load = D 0C9' ' pef x O = ft x ( ft = 0 Ib5 S Total 5eiomic Load = 542,,-, €b5 S Wi nc4 I.bar • Load = .8 xMai plf 54 tt /2 - 1411 Ib5 Load= ' ti plf x 22 ft /2 _ 1551 Ib5 Load = tD plf x ft /2 _ D Ib5 Load = WMN plf x , ft 0 Ibe Total Wind Load • Reduced by 2w/h pdrF°< Ch4 t; CBC Table 2305.3.4 Seismic 5,428 10.50 517 563 2 as applies Wind 2,742 10.50 261 350 4 Strap at Wdw/Door :N WOW Hght :W C' f-:, Aspect Ratio= .21 :1 �t 0-1 , .m `` Sh�e��la11���d�Post&Ho{dawn c5ign . ..�3s ���._. �=� •Wtiist GaSerWa![ Shear Load at Wali 1" 39 Ib5 Height �t8j ft Overturning Moment(O.T.M.}= 15512 ft-lb Width=} 375' ft Re5i5ting Moment{R.M.}= 2644 ft-lb `Crb Read lwoad on f►Jat '. O.T.M.- 0.9 R.M. 13133 ft-Ib Roof= ;--4 __ ft/2 Uplift= 5502 Ib5 Wall= 16 ,ft Uplift from Shear Wall Above= • Floor= '= 6 ft/2 Total Uplift= 350r� II Provide: 5THD14 Foundation Holdown w/. 4x4 Post ALT: HTT22 v la�a rn�5twe� Drag Gn Pcto,5& �o Pate F�eSt n �, �`° . Total Lateral Load,V= 5428 Ib Top Plate 5trcoe= 278 plf Length of Diaphragm,L- ' 4r f* Top Plate Drag Length = ."i=4 ft Diaphragm 5tre55,v=V/L= pll Top Plate Splice Load= 974 Ibs Length of Shear Wall Line,.Lw = ; -,9: ,; ft Provide: _0516 Hardware Spacing = 19 O.G." • WA1107\Engineering11107 Plan 2400 56 of 55 • w5ht W 11 .,. INN 0 VAT I V E 29970 Technology Drive, Suite 204 , Atei 5/22/2008 • STRUCTURAL Murrieta, CA 92563 tia y # 08-1107 • ENGINEERING (951)600-0032, (951) 600-0036 Fax,agIVAr -- � Woo�d�5heA`r WaII De51gn PC"."IL Table:=23Q 31 • T 91 _ Front ofGarage" _. Total I en th of Shear Wall Se ments �.. a { 5smIc Load - 2.167 . Load 3.31:. psf x 40,_g. ft x x. 7 ft 12 = 463 Ibs 2.167 _..-_ Load = = 0.00 psf x O ft x 'O ft/2 = O Ibs • Load = b.00.a psf x -•0.. ft x D ft/2 = O Ibs Load = gob- psf x Y-6 ft x _ry`D- ft/2 = O Ibs Load = 0.00 psf x _0 ` ft x "._ D• ft/2 - 0 Ibs • Load = - O.00 -! p5f x :E.0:' ft x K:. O x.e. ft 0 Ibs _ . - `='. Total Seismic Load - rIm=463' �r " Ib5 -�. . €���3�- Load = -Y=721 <`. plf x 7 ft /2 = 424 lbs . Load = ::v plf x 0 n ft /2 = 0 $5 Load= a0 plf x '-D_ ft /2 = O Ib5 • Load= D Of x 0 Y^ ft = 0 Ibs Total Wind Load = Ewa<''.424 424 `'` lb5 =m —•:.- - 'Segmented�ahear aEE Check�6n C13111111 T b1'' 2306:4:1 - • •. Reduced by 2w/h per Type Wkfit(I0} _Tom a Ei h(fG) ('plf)w ,allow( .II I KVPM GBG Table 2305.3.4 Seismic 463 4.33 107 169 6 as applies Wind 424 4.33 98 260 6 Strap at Wdw/Door= FJ: :. WOW Hght= 0. ft, Aspect Ratio = 3.1 :1 ' ''•-' + '+�`,,,c�'E`+ ` �`'*�J}ter'Wal!End'Post&Holdown D esi - • „§� BSc s.+�� ��tC� +5 r»v-.. ..�` ::?:.aesi:..:- <...,.:.. ........ .. .....cx-,..�u ug:n iW. . T WarSt Gase Wa1I 5hear Load at Wall= - 232 Ibs Height= a_;-6:67 ft Overturning Moment(O.T.M.)= 1547 ft-lb • Width= 2.167 ft Resisting Moment(R.M.)= 357 ft-Ib = - SribrDeacf E adNon_Wall . =: O.T.M. - 0.9 R.M. = 1226 ft-lb Roof= '` 4mg° ft/2 Uplift= 566 Ibs Wall= 8' • ft Uplift from 5hear Wall Above= 0 Ibs i =loor= :� ` 0 i4ae` ft/2 Total Uplift • Provide: 5THP14 Foundation Holdown w/ 4x4 Foot ALT: HTT22 P9' s•{drag Cofl,eetii 8i 311p1aCeeegign • Total Lateral Load,V= 463 lb Top Plate 5tress= 23 plf Length of Diaphragm,L= - '20.: ft Top Plate Drag Length = ft • Diaphragm 5tress,v=V/L= 23 plf Top Plate Splice Load = 185 Ibs • Length of 5hear Wall Line,Lw = - -;:-26 ft Provide: C516 Hardware Spacing = 228 "O.C. W:\1107\Engineering\1107 Plan 2400 37 of 33 • ht F 1 11N011AME 29970 Technology Drive, Suite 204 Bate; 5/22/2008 • IS[ STRUCTURAL Murrieta, CA 92563 ', 08-1107 • ENGINEERING (951)600-0032, (951)600-0036 Fax Q -- ® ���.?•.r,-»..».,,x��,�:�s�.'°£�s•4das�.W-?.....-x-».� ...''s:Msar?- < •S.�raa:.f.iSkPi=. -- - ': .,. Allowable Soil Bearing Pressure (psf) = 2OQ Soils Report by. ._" , Albu Keefe&A yoc ayes Inc x • Job Number' :• °� � 121002 Date: : :::..::... .... �.::. MawmumBeanng>.al•;_Load,::� _ :;Y Roof 4fQ,T psf *( 33F ,,'!/2 + ) = 733.4 plf Wall = 14 :' psf '( = 8. + ) = 224.0 Floor A,�s'"'1:� 12 + IMy: ) = 459.0 Deck*= 7s k psf '( -= ( w' /2 + Gt ) = 0.0 "at Cant.Deck only. W= 1416.4 plf • Conl:inous=lwooting,Desi0—n:4:�. -�'. Required Footing Width = 1416 /( 2000 50 }= 0.73-ft 1-5tory Footing: a "x .fi n "wl Steel Reinforcing Per Flame, 2-5tory Footing: 15 "x 18 "w/Steel Reinforcing Per Plans Allawal;[e;�Po�n•G Load�at�Fooliri' � '"""" P max=5.5.P.x 5 x Width/144 5=2 x(Depth+51ab Thickne55)+Poot Width P max at 17Story- 5833 lb P.max at 2-5.tory_ 9792 lb ; Fil DeSig`nti_ F1 ~' 24 "5q.x M6 " Dp.Pad Footing wl(3)#4 DOT. EA WAY Pmax= 7100 LB F2 030 "5q.x ;8 ".Op.Pad Footing w/(4)#4 BOT. EA WAY Pmax= 11075.LB t F3 36 "5q x . 18... "Pp.Pad footing wl(5)#4 DOT. EA WAY Pmax= 15975 LB • F4 42 "5q.x &MR!A "Pp.Pad Footing w/(6)#4 60T.EA WAY Pmax= 21725 LD F58 "5q.x ' 18e "Pp.Pad Footing w/(6)#4 BOT. EA WAY Pmax= 28400 LB • WA1107\Engineerin0\1107 Plan 2400 38 of 55 • • • INNOVATIVE 29970 Technology Drive, Suite 204 • IS[ STRUCTURAL Murrieta, CA 92563 ENGINEERING Phone: (951) 600-0032 Fax: (951) 600-0036 • • • • Structural Calculations for: • • Plan 2613 • • • • • • 0 • • • • • • s • o • • • is[ 1111111111 29970 Technology Drive, Suite 204 P 5/25/2008 STRUCTURAL Murrieta, CA 92563 05-1107 ENGINEERING (951)600-0032, (951)600-0036 Fax CaIGUl �IOM a er Bedroom R IMM-LOPA- 1�Va-M L-0221 ft . I Dead(psf) Live(psf) A,(cf) Reduced Live Load(psf) Roof= 20 0 ""'I20 ia^M 94.5 20.0 Lr=Lo RF Ki JR2= 120 Wall= IM4,10fN Roof Pitch F�---�:12 p o.o 0.0 Floor 0.0 40.0 L=Lo(0.25,15/(r.11 N)^0.5)) jang, 1 Pl= 117i5 from at X1=E0T]ft P2= 1176 from at X2=, I b6 from at X3= Roof = 40.0 psf. ft/2+ ft)= 550 plf Wall = 14.0 psf' ft + ft) 14 rif Floor = 54.0 psf* ft/2+ lift)= 0 Fif Beam Weight= 5 plf+ M 399 plf 5tart at X=tMd�wa- ft End at X= ft -1- Roof = 40.0 psf O!-`,M ft/2+ F77571 ft 0 plf Wall = 14.0 pef'( D u<ft + ^ ft)= 0 plf Floor = 54.0 psf ft/2+ ft)= 0 plf W2= 0 plf 5"rt;at X ft End at X= ft • Roof = 40.0 psf'( ft/2+ M ft)= 0 plf -o Wall = 14.0 psf,( TP ft 57.-ft)= 0 plf Floor = 54.0 pcf'( "I'V5 f t plf • ft/2+ 0 W3= O,Plf F, 1.25 E 1.30 1.00 - 1.00 Loading RSutt E 100 1.00 1.00 TOO KI= 1046 IL,15, K2= 1046 lbr, F, 1.25 1.00 1.00 1.00 DrgArc& 1.07 in2 Area: 1.67 in2 Mmax= 16482 in-W, Vmax= 1046 Ibe cS1 i'l Max Deflection('Y)= 0.09 in 900 phi P+L, Allow Dcflctri(Y)=L/ 240 = -0.26 'OKd E= 1.60 x 10^6 psi Fv= 180 pri Glu-lam Camber(y) in(3,500 ft Radius) ri ME MIM-a-M-W-M 5AC1= 12412/0= 17.6 W > 5F,EQ = F'j, 11.3 OK AAC7= bd 19.5 in' > A,,o = 1.5-Vr,.�/F',= 7.0 OK 1 ACT= [7d3/12= 48.5 in4 > IREQ=YaCt*l act YallOW= 16.2 iri .... OK • EQ91 WOMARANUMI w A W:\1107\Enqineerinq\1107 Plan 2613 2 of 39 • INNOVATIVE 29970Technology Drive, Suite204 Cuts; 5/25/2008 is[ STRUCTURAL Murrieta, CA 92563 :` 08-1107 ® ENGINEERING (951)600-0032, (951)600-0036 Fax D rr . : IN,RUii ion ; • ',1D� , . .._.x ,£ Header at Rear of Master t3,' wom atbE(evation D PM-M1M «5 25�ift ® Igo" #P �'`tf?7SC '1latxt�T Dead(psf) Live(p5f) A,(5f) Reduced Live Load(p5f) • Roof= r ZC3(? 200 78.0 20.0 Lr=Lo R;K2, K1= 1.00 R2 Wall 20094mt 0.0 0.0 Roof Pitch Floor »14 Dom+ 40 •; ,• 0.0 4-0.0 L=Lo{0.25+15/(Kii At)^0.5)) J. P1= 1cL 1 lb5 from at X1= 15 ft P2= Ibs from at X2=k0 D ft * . P3= == [b5 from �_ '. �. at X3=� Q='ft . .��..•;~ .ram_....._.._ ..-. + ;!x-« r.�..._, _ ,.,�(lnffe�r�t?i�•�tibu�,�zi�d;lam" - Roof - 40.0 p5f"{ �= 'ft/2+ ft)= 160 plf ® Wall - 14.0 psf*{ r ft + 0 =:ft)= 14 plf Floor - 54.0 p5f { ft/2+ 0 ft)= 0 plf Beam Weight= 6 plf+ W1= 180 plf -- - at X- i ' ft End at X= 5 25 ft Roof = 40.0 p5f*( 1? ft/2+ Eft) ft)= 220 plf Wall = 14.0 p5f*( ft + ft)= 0 plf Floor = 54.0 p5f"{ 0 ft/2+ = 0 of • W2= 220 plf t c1 as a1f r t5tiFilaUEet1'C Ad W3 5tart at X= I'd '' ft End at X '''*: °ft Roof = 40.0 p5f'{ 0,, ft/2+ O `ft)= O plf ® Wall = 14.0 p5f"{ 0 x ft + C' ft)= 0 plf Floor = 54.0 p5f"{ 0; ft/2+ so ft)= 0 plf W3= 0 plf A�ctJs�rter�"edt�iaei;or��"a(G) ,.., . ® F, t25 1.30 1.00 1.00 Loading R� vttg E 1.00 1.00 1.00 1.00 R1= 1952 b5, R2- 1489 Ibs F, 1.25 1.00 t.00 1.0o BrgArea: 3.17 in2 Area: 2.35 in2 Mmax=1 36976 in-lb, Vmax= 1962 Ibs ON;` Qe5ijiVy*i e a '_ Max Deflection(Y)= 0.07 in Fb= 900 psi D+L, Allow Deflctn(Y)=L/ 240 0.26 in.... OK E= 1.60 x 10^6 pgi F = 180 5i Glu-lam Camber(y)= 0.01 in(3,500 ft Radius) 1tict:'� �C�i>fiki= �.,._-�••-..�.. }� _- Rc >;Irad{5 #:io tzf ie5 :,; 5ACr= bdZl6_ 30.7 ing > 5KE0 = M.. / F'5- �. 25.3 � m3...- OK • AnCr= bd = 25.4 inz > AUQ = 1.5*V,,K/F', = 13.2 in2.... OK ® I ACT= bd'112= 111.1 in4 > IRED Yact*I act/Ya11oW-- 30.0 ,.;` OK �lstd.a.: • WA1107\En0ineering\1107 Plan 2613 3 of 59 • 52 29970 Technology Drive, Suite 204 5/25/2008 STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951) 600-0032, (951)600-0036 Fax oom 4aVE eviation P. WPUPWRO 00 MR ME ft 7.0*16Q Dead(psf) Live.(peif) A,(ef) l Live Load(pof) Roof 17' 66.5 20.0 Lr=Lo P,,K,,, K1= 1.00 R2= 1.00 Wall ":i,-�- 0.0 0.0 Roof Fitch 1"1:12 Floor 0,0 40.0 L=Lo(0.25+15/(KI,A,)^0.5)) Fi= 111�5 from qrMf'Tru:-,-9 at X1=Mft 117r F2= from !EL" 9 1 atx2= ft X FZ5= 01b9from. at X3= ft low" Vr 070 ti-a- i-rV m-W1 wI .----lft/2+ F----� Of Roof = 40.0 il' ft loo F Wall = 14.0 pef' ft + 1 0 dft)= 14 Of Floor = 54.0 p ft/2+ M ft)= 0 Of IpgLap" Beam Weight 0 plf+ M= 160 Of • Start- at X=mgp"ft End at X= ft Roof = 40.0 r5f ign zN7 ft/2+ -76"t ft) 300 Of • Wall ft 14.0 psf'( NOT + c1 ' ft)= 0 Of 4 Floor = 54.0 p5f ft/2+ K01,11-1,ft)= 0 Of W2= 300 Of 5tarr at X ft End at.'X=* ft Roof = 40.0 p6f* D,, ft,/2+ 0 ft)= 0 Of Wall = 14.0 p5f* ft + ft)= .0 plf Floor = E54.0 psf, 0 ft/2+ ft)= 0 plf W3= 0 plf C F, 125 1.30 1.60 1.00 Loa 1,1.E F 1.00 - 1.00 1.00 1.00 Ri= 2259 1687 lbe F, 1,25 1.00 1.00 100 l3r,3Arca: 3.61 in2 Area: 2.22 H2 Mmax=1 4376 in-117, Vniax= 2259 Ibs 10 16, 0w Max Deflection(Y)= 0.05 in Fb 900 - -PN 1)+L,' Allow Daflctm(Y)= -1 240 = 0.96 in...., OKl E= 1.66 - 10-6 phi • F� 150 Eel Glu.-lam Camber(y)-Eo--731 in(3,500 ft P3,liuo) 6c u Or�IPNRO i 3 I F' 29 ' . 15AC(= W2/6= 30.7 n > 5r M.. b .7 in ... OK AA,,= W = 25.4 in? > AgEo = 1.5'V,%IF,= 15.11 in2 OK in4 > lRr0=Yact*l act I Yallow= 33.3 iM4.... OK V W.- • • W:\)107\Enqimccrinq\1107 Flan 2613 4 Of 39 • �,C,1%` 13 3 I N N U VAT I V E 29970 Technology Drive,Suite 204 va= 5/25/2008 • 5'� 08-1107 STRUCTURAL Murrieta, CA 92563 :�, ;tr`: . E N G I N E E R I N G (951)600-0032.(951)600-0036 Fax e - .'' "'°' =,�,. of:nc' ..nr^_:xss xay+�:"4.'.+�,,,:�. ?r�.t��. , +4regaavy,• �-,.ale 7r s..; • rlx� 5�im ,I"' 5u oreWoodgBeamCalculation a • 3 He v"atiori Dom- `apa (�). W ft • Lad der 2007 C$C 1✓nfl7�99&�160719i2 ; • Dead(psf) Live(psf) A,(5f) Reduced Live Load(psf) . Roof 20.0 20 0 0.0 20.0 Lr=Lo R1R2, R1= 100 K2= 1.00 Wall 0O, :" D.0 0.0 Roof Pitch= �}�„ :12 • Floor= =14.0 xr �.._h0:0 O.D 40.0 L=Lo(0.25+15/(Ki N)^0.5)) • _ x-aTFt1r ''ads:_ P1= 45c10 Ib5 from Girder Truss w at X1 3 '= 1 ft P2= O Ib5 from ,. :r::at X2= D D"ft P3= (} I175 from at X3 70.01. ft • �f �llrli6orri4�Qtsfi�Jbut'ed3L;1�`�d:�W1 �`=? Roof = 40.0 psf" ft/2+ {a .ft)= 0 plf • Wall = 14.0 psf'( O ft + Oa ft)= 0 plf Floor = 54.0 psf'( 0=>=ft/2+ Off` ft = 0 If $eam Weight= 6 plf+ W1= 6.14 plf Part 1a1.'slJnifor'm DiStributeil;Loa"d:;$W2=;: ;=x r' Start at X= "��O ft End at X= ft �k' Roof = 40.0 psf`( 0 T ft/2+ �0,,. ft)= O plf • �1 Wall = 14.0 pof`( h .0 '` ft + c'D;§-;ft)= 0 plf Floor.= 54.0 psf'( '0--ft/2+ --to ft)= 0 plf W2= 0 plf • PZtiaf=Uri3forritlDigt'ribrrt7d Load?W3 ,;=�__: Start at X='�.•,D.°' ft End at X= �• 0 �_ ft Roof = 40.0 psf'( O_ ft/2+ ,`O-- ft)= O plf Wall = 14.0 psf'( a ft + ? 0_ ft)= 0 ptf Floor = 54.0 psf'( ;'; 0`l ft/2* ft)= O plf W3= 0 p lf Adiustmenta>I~ators.'• ` ` I ef. Ft, 1.25 1.30 1.00 t.o0 b,; `,w Liiad€ng,Results=' • E 1.00 1.00 1.00 1.00 Ri= 2258 Ibs, .._ K2- 2258 Ibo F, 1.25 1.00 too 1.00 $rgArea: 3.61 in2 Area: • 3.61 in2 • Mmax= 33608 in-Ib, Vri-1ax= 2258 fb� Destgn YalueS:: Max Deflection(Y)= 0.01 in F,= 900 psi D+L, Allow Deflctn(Y)=U 240 = 0.13 in.... OK E= 1.60 x 10^6 psi • F = 160 p5i Glu-lam Camber(y)= O 00 in(3,500 ft RadiuS) x Actual Sectiioil'Pro`ert(esys Re"ulilad5ectiols Prq..rtie5 ; • .: _ ".b' a &�.. P . _ �' :_ - SAcr= 742/6= 30.7 ._.. i13 > SP.Eo = M.. / F'm- 23.1 in3.., OK Ana= bd = 25.4 in2 > ARea = 1.5'V../F.= 15.1 in2.... OK I ACr= bd3/12= 111.1 in4 > lrEo--Yact'I act/Yallow= 12.7 in OK 4 • PTOviG�P'- ..x.__. )ougla5 rlr=Grade# • • • • W:\1107\Engineering\1107 Plan 2613 5 of 39 Fs 4 • INNOVATIVE 29970 Technology Drive, Suite 204 C3ate 5/25/2005 • SESTRUCTURAL Murrieta, CA 92563 1#" 08-1107 • ENGINEERING (951)600-0032, (951) 600-0036 Fax �.# - :.v, �xaa•.ras,+wwre�a;e .mom:._.. , .�.. s r,• xtof y+wa .:: • �� � 5im i �� ',�.o�edU1/oodBeam�C�aicutation� � �* _ « 4 " =:HcSOai-at Rear of Nodk • LoadS Per 2L?p�ABC-1�P�,7:9 6 16C3'J_':13g2 • Y Dead(psf) Live(psf) A:(4) Reduced Live Load(psf) . Roof= . ;, 200' "2QQ 2'.0 .20.0 Lr=Lo R1R2, R1= 1.00 R2= 1.00 Wall 0.0 Roof Pitoh . Floor 4 {::: 115.E, 40.0 L=Lo(0.25+15/(Ks A,)^0.5)) • :=� �, „-Pqi L ad .w�.,, P1= 170Q Ibs from BeamnlD=:;s- 7 ::,::!_ ._, at X1= 3:0 ft P2= 0` i=' IbSfrom s-. _ "'_ atX2= t0;0: ft w_ _... P3= -- 0 `W We from .-- _- - �;. : •a at X3=�ft Roof = 40.0 psf'{ :Os ft/2+ fflft)= 0 plf Wall = 14.0 psf"( 2 �'ft + ft)= 140 plf Floor = 54.0 psf'( 17��- :.ft/2+ ft)= 540 plf Beam Weight= 8 pif+ W1= 688 pif • Partial Un1fol-ri'i".Disia�ibliteiJ liiad:�W2 w��. >;-� Start at X= _O s ft End at X=7-3 7- ft • Roof = 40.0 psf"( ` ro ft/2+ at ,�"ft)= 160 plf Wall = 14.0 psf"( _0:`'=: ft + 0= ft)= 0 plf • _ Floor = 54.0 psf"( - ..-,0 ft/2+ b=_.ft)= 0 plf W2= 160 plf Partral�EJnifSrm`DigtriHGtoil_LoVJ3 � ...;��. Start at X= '-¢.-.0 'fC End at X- ft • Roof = 40.0psf"( 0°.w ft/2+ _q_0 " ft)= 0 plf Wall = 14.0 psf'( -.0 ° ft + -m0� ft)= 0 plf- Floor = 54.0 psf"( D•; i ft/2+ w=.0`: ft)= 0 pif Y,: Adjustment.Factors . • F, 1.00 1.00 I.00 1.00 = ':• n` `a f oa7 Results 4 x t7 • E 1.00 1.00 I.00 %Ao R1= 3399 Ib5, R2= 3081 Ibs F 1.00 1.00 1.Oo I o BrgArea: 5.44 in2 Area: 4.93 in2 • Mmax= . . 77129 in-Ib, I max= 3399 Ib5 • iH� g --P.91i VaW •::i "` Max Deflection(Y)= 0.11 in Fb= 2325 p5 D L, Allow Deflctn(Y)=L/ 240 = 0.31 in.... OK • E= 1.55 x 10^6 p5i • F = 265 psi Glu-lam Camber(y)= 0.02 in(3,500 ft RAdiu6) • �; _ Actual 5cctlon 1'%_Ppi ties v5 a . =';x; Rec�i+lreci Section Propertle$h _ _ `,`"'r 5ACr= bd2/6_ 52.6 in3 > 5xEa = Mrs . / F'b= 33.2 OK . AAcr= bd = 33.3 in? > AREa = 1.5"V,„,x/F' = 17.9 in2.... OK 1 Aa= bd3/12 2501 in4 > I ZEo-Yacvl act/Yallow- 84.2 in" O K • PraVlde: 3N. ,r • • W:\1107\Engineering\1107 Plan 2613 6 of 39 • • 5h B 5 • INNOVATIVE 29970 Technology Drive, Suite 204 Date 5/25/2008 . isl STRUCTURAL Murrieta, CA 92563 T #: 08-1107 ENGINEEBIAG (951) 600-0032, (951)600-0036 Fax -- 51mT;1M u o d MVllood'1212 Calc123t.0n h, Header at Rear of`Famil `Room' 3 Span (L)� ��525 ft • Ln"adPer 20[?7`GBO 16J7,9&1607112 ,' +I � • Dead(psf) Live(rof) A�(sf) Reduced Live Load(psf) Ro f 20 0 ,;•�*20 0 94.5 ?_0.0 Lr=Lo K,92, P" 1,00 R2= 1.00 0 D; 0.0 0.0 Roof Pitch= '7"A; a :12 • Floor= =14.0 ;, 40.Q�- 89.3 40.0 L=Lo(0.25+15/(K,A.)^0.5)) P1= ' k_O` Ibs from - `•:± "ems at X1=Eft,mom..P2= °D ' Ibs from z_- E "~_�= atX2= ft� P3= wow Ibs from _ --- at X3= ft • 77-71 RrHipIiwwoed 77771 `- ' Roof = 40.0 psf'( _. 17s ft/2+ 1 ft)= 380 plf • Wall = 14.0 psf'( &oft + 8 ft)= 140 plf k- _, • _._._. . Floor = 54.0 sf" 17=' ft/2+ = .p ( • . ..:.'� �z 0 ft}= 459 plf • Beam Weight- 8 plf+ WI= 987 plf P rtial�UnrFoa rri"Ditr�bs�teil Load=W2 Start at X= D ft End at X=F737 ft Roof = 40.0 psf ft/2+ 0 =ft)= 0 plf . Wall = 14.0 psf'( f 077.ft + O a, ft)= 0 plf Floor = 54.0 psf'(_ "0..- ft/2+ _ O ft)= 0 plf • - W2= 0 plf :.:. .... Partial`17i1fo'rm=DiStTsiFruteill�ad=W3: =�4;-,• Start at X= 0=:=ft End at X= ft • Roof = 40.0 psf'( 0 _ ft/2+ -_`O�.:ft)= 0 plf Wall = 14.0 psf'( 6 'ft + 0.. ft)= 0 plf • Floor = 54.0 psf'( .,0 ft/2+ .; i ft)= 0 plf • _ W3= 0 plf • AdJrstmerrt;�scto"r5(C) � �-_ . • Fb 1.00 izo ,.00 1.00 b 4 Loa lI Rosults - = :•t: E 1.00 1.00 IDO 1.00 Rt 2590 Ibs, K2= 2590 We 1.00 1.90 1.00 1.00 BreArea: 4,14 412 Area: 4.14 in2 i Mmax- 40799 in-lb, Vmax= 2590 Ibs Max Deflection(1()= 0.05 in - Fb= 900 psi D+L, Allow Deffctn(Y)=L/ 240 = 0.26 in.... OK E= 1.60 x 10^6 psi F 180 psi Glu-lam Camber(y)- 0 01 in(3,500 ft Radius) ��,.: ;_._�,�;Actual�vection=Pro"erCias �vs. '�' • tZequir�acction Pro"ertle6 ' • _ 5Ac7- bd2/6= 49.9 1n3 > SREo = Mr.. / F'b= 37.8 itt3.... OK • Ana= bd = 32.4 in2 > AREQ = 1.5.V„,.,/F',.= 21.6 in2.... 0K • I Aer= 0/12= 230.8 in4 > IReo=Yaet"I act/Yall0W-- 40.2 in4,,•, OK PCOV,IGI75. 1 ,X 1 S45 Douglas F ,Grade# • W:\1107\Engimeering\1107 Plan 2613 7 of 39 • INNOVATIVE 299711 Technology Drive, Suite 204 Dxate 5/25/2008 is[ STRUCTURAL Murrieta, CA 92563 °° #: 08-1107 • ENGINEERING (951) 600-0032, (951)600-0036 Fax way. -- • f�, ,a,•�:+....:a:.z Yt xusi v++ a , ° Sim I 5u " o ed Wood Bere 31culatIon f r � z � �= .�- � FIuSh beam at„Front of Fam11y'Room•; - - Lo'd�Per 2007 CBG-1607�9&1607:-1r2 • Ocad(p5f) Live(psf) (sf) Reduced Live Load(psf) • Roof= ._: ' .20.C}` 2 :0 285.0 18.3 Lr=Lo R,R2, Rl= 1 0.92 JK2 LILL Wall= 14 Qw Q.O= 0.0 0.0 Roof Pitch= ,.;::- X :12 Floor= 14':(3 219.6 35.6 L=Lo(0.25+15/(K„At)^0.5)) • PointLsoads P1= Ibs from - r x_ _.:ri.- at X1= ::O.Q ft s • I +.� ._ + P2- Opt;,; Ibs from = �:,:., gW� ,.,atX2= O0 ft .. • _ _ v w.. P3= :D Ibs from - _ �= • g` Un forrri D35tnbulreulgLoaiJ j" .. "= Roof = 38.3 1?5f"( 38 =ft/2+ Est 0 °ft)= 727.7 plf • Wall = 14.0 p5f-( D ft + ':>;8 =:ft)= 112 plf Floor = 52.6 p5f"( ="17 ft/2+ Q`T ft)= 447.3 plf .Beam Weight= 12 plf+ W1= 1299 plf • Pa_r$ia Uniform DiStr+}iutedg"€.oai1:W2 Start at X= 0 ' ft End at X= ..4.5t ft • Roof = 38.3 p5f"( .O ft/2+ I Iffa• ft)= 0 plf • ��, Wall = 14.0 p5f"( 0 ;`ft + 'WO ft)= 0 plf Floor = 52.6 p5f'( _ 20.5 ft/2+ _'0"' ft)= 539.4 plf . - - - - W2= 539 plf • Partlal1Uniform l7istril utM0ad•W3 ' .. ., _...,: ._..__ ..._.. := Start at X T _ p ft End at X= --0 ft- • Roof = 38.3 p5f _•0 =ft/2+ 0 .ft)= 0 Of Wall = 14.0 pof"( 0 ft + ft)= O plf • Floor = 52.6 p5f'( __O =ft/2+ =0'"ft)= O plf • _ W3= O plf fiiljurtment�Facto�S�C) ' • Fb 1.00 1.00' 1.0o.' 1.00 • E '.00 .00 too 1.00 K1_ 6570 166, K2= 5599 - Ibs F 1.00 :.00 1,00' 1,00 BrgArea: 10.51 in2 Area: &.96 in2 • M = in-Ib, Vm = 657 ^ DaSign:ValucS ',Ys m ax 141699, ax 0 Ibs • Max Deflection(Y)= 0.10 in _- - Fb_- 2325 psi �D+L: Allow Dcflctn_(Y)=L/ 240 - ' 0.38•in.... OK + • E= 1.55 x 10^6 phi F = 285 Pei Glu-lam Camber(y)= 0.02 in(3,500 ft Radius) ''�� A"otual{5cctlon Proper�tic5 _ v9i" wired Section Pro`"ertiebp ' • `- �- 5Ac7= bdZ/6_ 114.3 in > 5xea = M.. / F'b= 60.9 in .... OK • AACr= bd = 49.0 in2 > AREa = 1.5'Vm,"/F'y = 34.6 in2.... OK • I AL,= bd3/12= 800.3 in' > IREa=Yact'l act/Yallow= 203.8 in4.. OK yp VI • WA1107\Engineering\1107 Plan 2613 8 of 39 • 6 7 INNOVATIVE 29970 Technology Drive, Suite 204 Date 5/25/2008 STRUCTURAL Murrieta, CA 92563 08-1107 MINEERING (951) 600-0032, (951)600-0036 Fax :rya u orted V lood :3-CAif Ca culat�Qn • Loa r2f0 faBf' 1u^CI 10t'1? w _� • eA..AN «.1 ,�r.1'k..R'- :k>.M ,1 s: :r>'pe.W r Dead (p f) Live(psf) A,(of) Reduced Live Load(pef) ® Roof- `; „;20 b ''k , 228.0 19.4 Lr=Lo R1R2, R1= 0.97 R2= 1.00 Wall 0.0 0.0 Roof Pitch= :12 a Floor 256.3 36.5 L=Lo(0.25+15/(K,At)"0.5,) i��tnL+o P1= O Ibs from at X1= 0 ft P2= k ( . IDS from at X2=Ld P3= `iJ Ibs from ;, at X3= ft Roof = 39.4 psf*( :ft/2+ a ft)= 0 plf TIM Wall = 14.0 psf* ft + 0 ft)= 0 plf Floor = 50.5 pef* ft/2+ 0 ft)'= 517.7 plf _Beam Wei ht= 12 If W1+ = 530 plf (' rttafUnlfa►�t t�f7{SrLiiztez(Load�t1t2" __. Start at X- .ft End at X= ft Roof = 39.4 psf*( :ft/2+ oft)= 749.4 plf ,:.>:_-Wall i4.0 psf`( _ ft + ft)= 112 plf Floor = 50.5 psf'( ' � ft/2+ ft)= 0 plf • -- _. - UU2= 861 plf • Rfa.U�, t�i�trlli ill�pa 1N3 � '" �'' ;�._„�_�::.._...,.���:.�. ._...�.,....Q-.. ,.: .�,a Start at X *fl�;� ft End at X= ,`t Roof = 39.4 psf*( 0;=` ft/2+ L' ft)= 0 plf Wall 14.0 psf*( ft)= 0 plf Floor = 50.5 psf* ft12- t ft)= 0 Of W3= 0 plf 1.00 1.00 1.00 1.00. F 1.00 1.00 1.00 1.00 R1- 7237 IDS, R2 4550 Ib> I 1.00 1.00 too t.00 BrgArea- 11.58 in2 Area: 7.28 in2. Mmax= 231569 in-Ib, Vmax= 7237 b5 Max Deflection(Y)= 0.59 in . F, 2325 psi. D f L, Allow Deflctn Y}=L/ 240 = 0.63 in.... OK ' E= 1.55 x 10"6 psi F. 265 poi Glu-lam Camber(y)= 0.07 in(3,500 ft Radws) - %°r to ►t� ct2 ro' a tes :. R cP.a a i" 'Crd SACf- bd2/6= 114.3,._ tn3 H. > SxEa - M,1:, / F'b= 99.6 in3,... OK • AAGT= bd = 49,0 In2 > AREQ = 1.5*V,,,,,,/F, = 38.1 in2.... OK I Acr= bd3/12= 800.3 Ir4 > IRro=Yact*I act/Yallow= 499.9 in4.- OK �y f3f/fPr' a: JC P 6 WA1107\Engineering\1107 Plan 2613 9 of 39 z:r sv}it� B 8 • INNOUATIVE 29971 Technology Drive, Suite 204 _-D 5/25/2008 is[ STRUCTURAL Murrieta, CA 92563 Mn 08-1107 E N G I N E E R I N G (951)600-0032, (951)600-0036 Fax - 15jm` fSu ,.�ortedWo�odBeam�Caiculat�on • : 8 `; ;-:H'eager at Front of Lg Roomw - • la d�Per 2660kC C__ 160.7!9_;&a16071112 IN l'I 'llilmllll • Dead(psf) Live(pef) AG(of) Reduced Live Load(psf) • Roof= 20.0.;;' :': ; G 2q 0 123.4 20.0 Lr=Lo R1R2, R1= 1.00 R2= 1.00 Wall= `;. 14.0.'`;_ 0:0.:- 0.0 0.0 Roof Pitch= A.- :12 . Floor= ._14:Or> r;, ,. ;:; 4D,D.' _ 107.E 40.0 L=Lo(0.25+15/(KI AV)^0.5)) P�oEi Loa�1W f P1= 0. _ Ibs from _ '=i� :at X1= 0.0 :ft • P2= M r ' ibs from - - s ._.:. Y at X2= • P3- L? x: Ibs from €r:• :v :. at X3- 'D:Or; ft • i `llnifOrm1Q.istributed Load-W1%--,,%-p W Foof = 40.0 psf'( L2.5. ft/2+ r:1 C;ft)= 490 plf Wall = 14.0 psf'( "' 8 ft + ._"'2` ft)_ 140 pif Floor = 54.0 psf"( 420.5"� ft/2+ .0 " ft)= 553.5 plf Beam Weight= 8 plf+ Wi= 1191 plf • Rartila Ilnifd'rm �Iy i butaitlload W2 5tartatX=CEO ft End at X= -0 • Roof = 40.0 psf`( ft/2+ 0 = ft)= 0 plf • Wall = 14.0 paf`( *D ft + =f� Y; ft)= 0 plf Floor = 54.0 pef'( D`" ft/2+ 0` ft)= 0 plf - W2= O plf I'a"r.Eial UnfformDDi trlbutcd l oad Wa r• Start at X= 0.-,-ft End at X=F • Roof = 40.0 psf'( «..W 'ft/2+ p;;:°ft)= 0 plf • Wall = 14.0 p5f`( 0' ft + 0? ft)= O plf Floor = 54.0 psf'( ;0 ft/2+ 0= : ft)= 0 pkf • W3- 0 plf Ad�l�stmant�Factors�{G) �?.. • Fh o to t.o tA0 dlKlt5 • E 1.00 1.00 1.00 IDO Rt= 3127 Ibs, R2= 3127 Ibs F, 1DO 1.00 1.00 t.00 DrgArea: 5.00 in2 Area: 5.00 in2 • Mmax= 49254 in-lb. Vmax=l 3127 11bc, Aor Design Values=r am Max Deflection(Y)= 0.06 in • F6 900 psi D+ L. Allow Dcflctn(Y)=L/ 240 = 0.26 in.... OK r, E= 1.60 x 10^6 psi • F = 150 psi Giu-lam Camber(y)==in(3,500 ft Radius) • � �%1c'Wal,�SectlonaPro arGies _„v,5: _ Ragialfed�SeeEton;Propertle`s"' 5ACT= b012/6= 49.9 in-3 > SREa = Mn,ax / Ft,= 45.6 ins.... OK • AAcr= bd = 32.4 in2 > AREQ = 1.5`Y,,,../F,.= 26.1 in2.... OK • 1 ACT= 17d3/12= 230.8 in4 > 1REQ=Yact'I act/YalloW= 48.5 in4„ OK x.. �Prov,de: , - �a�1 ••, , �-} � # -x 10 ��4� Doug�°"la F,t�„wGrad�# 2��°`' • W:\1107\Engineering\1107 Plan 2613 10 Of39 oMIArj� B 9 11111ATIVE 29970 Technology Drive, Suite 204 f'a e 5/25/2008 IS[ STRUCTURAL Murrieta, CA 92563 08-1107 • ENGINEERING (951)600-0032,(951) 600-0036 Fax e -- - �It11`I a A a° d Voaci Beam CaI 10:000 9 - e FIuSh Above'Fr0nt Of Garage Mph (Ir) 23�25 ft Dead(p6f) Live(pof) k(69 Reduced Live Load(psf) WO, -20 0 395.3 16.1 Lr=Lo R1R2, R1= 0.80 K2= 1.00 Wall 0.0 0.0 Roof Pitch= 9:12 Flo or p�.4.:' 40 0 »:` 476.E 29.4 L=Lo(0.25+15/(K,AL)"0.5)) 4.0.�._a..��.y..>:�:::;t.a.. ... Y p[nitiLaa P1= p Ib5 from " at X1= ' C9.0 f, :� P2= IbSfrom ;�, atX2= "01.0 ft lb5 from at X3= C>.0 ft <Gnlfoem�Dlf�'rilail '�id;W1-`K..� '�` . Roof = 36.1 . pof ( [7ft/2 ft/2+ t� ft)= 306.8 pif ® Wall = 14.0 psf'( ft o ft)= 112 plf Floor = 43.4 pof'( + �?_�,ft)_ .445.2 plf Beam Weight= 48 f+ WI= 912 If 9 PI P P•_at aLi3h' r�}`Rl br to l v 'Y�l? Start at X= am ft End at X= ft . Roof = 36.1 prf-( ! ft/2+ ° D ft)- 0 plf Wall = 14.0 psf• ft + 0 it) 0 plf Floor = 43.4 psf"( O ft/2+ . ..G x-; ft)= 0 plf _ W2= D plf � ='arGlatal)r�Poktn Qi�trlbufi,,e#Eoat1i1,4V� Start at X_I� O,�ft End at X ft Koof = 36.1 psf`( 0 ft/2+ g0 ft)= 0 plf ., ;-:-_ Wall = 14.0 psf`{ ,uT: ft + �, :ft)= 0 plf Floor = 43.4 pof` ft/2+ € ft)= D plf W3= 0 plf Fe 1.00 .1.00. 0.88 1.00 1 Load r,ttPsuits - E 1.00 1.00 1.00 1.00 R1= 10598 lb6, R2- 10595 Ill F 1.00 1.00 1.00 1.0o BrgArea: 16.96 412 Area: 16.96 in2 • Mmax= 739180 in-Ib, Vmax= 10598 I75 ; IesEg4Va,?ue6_ Max Deflection(Y)= 0.40 in Fb= -2400 p6i P+L, Allow Peflctn(Y)=L/ 240 = 1J6 in.... OK E= 1.&0 x 10^6.. . . p6i F = 240 5i Glu lam Camber(y)= 0.23 in (3,500 ft Rradiu5) 4 74�Guals5eciprrojgeri" v9i' -Required• ecC.K :.aa 8y �,.-,I :. -5AM= bd2/6= 738.3`.....in3 > 5xEo := Mmez / F'b,- 349.5 in3.... 0 K . AAcr= bd = 196.9 in' > Aeea = 1.5`V,,. /F' = 66.2 in2.... 0 K ACT= 172/12= 6305.7 in4 > IQEo Yact"l act/Yallot 2864.5 in4 OK i rGtVlGie _ r n W:\1107\Engineer1ng\1107 Plan 2613 11 of 39 Sh 9 9 IS[ INNOVATIVE 29970 Technology Drive,Suite 204 f f 5/22/2008 STRUCTURAL Murrieta,CA92563 #,, 08-1107 ENGINEERING 951 600-0032, 951 600-0036 Fax n ' . "5peclat'S'ei�mic=1:oadCumliinatiolaS'fo'r•Di�eontlnuou5;5hcar.NJaf[-� �:: _ &g5upporCing�Beam D,�e�ign ,�, -�Q0;7 C�C•'�.5ectlon 16D�� ��°, r ; 56omie Load on Seam 4 x ' .: Frarit af;2fr`d Floor,. =� win I cn the • 5clsmic: sum: 16 Load= 584 pef' 40},..`_' k' '38 .: -. (ft/2) 4AW Ib 5.00 • Load= k' W-0,,,.. (ft/2) = 0 Ib 5.0 Load ft• :: ::.0;-;a;1 (fW2) 0 Ib _ C Ops 'Load 0.00 . 0 Ib shear(CZ_)= 4,438 Ib f]= 3 PerA6CE7-05,I X-122-1 • 1,iM=t'!o'QE = 15315 Iba PcrGBC Sactiee 1G05.4G A5CE7,Seodon 124.3 • Load at Wall(E,j - V�13,315 IM Wall Height==3ft Moment Arm c-n 20 .7 P�k Down Force==1100(use at Beam Deeign) • O.T.M. = 106,522 -t-lb T� rtaW_t�adPea. Calculation • "9 -FLL16h Beam-above:Front of Gai age . l�a�e Fer,,tE00T#_CBC�16D7::��S6L17.11_,- b:4 • Dead(peg Live(psf) A,(sf) Reduced Live Load(psf) Roof= 395Z 16.1 Lr=Lo R,r.. K1= 0.60 1 K2= 1.00 Mall= . ,14.f1': OpX. 0.0 0.0 Roof Fitch= 7.4`^':12 Floor= 476.E 29.4 L-Lo(0.25+15/(K;;A,)^0.5)) • °,-q.;Yolntloade P1= 5,326 Ibe from CDC Load Case 1605.4 at Xl: MD. kF'2= ::;Ll= Ibefrom - atX2= kI P3. =0 Ibe fromatX3= k • iJnlform`Dletributed Load:.Wl;� . • 1.2D+0.5L= Roof = 293 pef'( g�7 ft/2+ _ O:' k)= 249 Of .1.21= Wall = 16.8 psf•( _,_;,k + a-.O,:f< k)= 134Of 1.2D+0.5L= Floor = 42.3 pef'( 5 i k/2+ =�0, ft)= 434 Of Seam Weight= 48 Of+ WI= L365 Of rartipl,Uniform Di9Lributad-,Load:;W2;e�- jti?:- Start at X=M k End at X= k 1.2D+0.5L= • Roof = •29.3- psf"(• ft/2+ ;�..,..0;8,' k)- 0 plf . 1.2D= Wall = 16.8 psf.,(, k. + e �.p»; ft)= O Of • 1.2D+0.5L= floor = 42.3 pef'( fU2+ O:' fL)= O plf W2. 0 Of ak0nif lul-irt ibute.: ....-•.. ;W3 Start r�`' k End at X=°""On ft 1.2D+0.5L= Roof= 29.3 pef'(' ;;O ft/2+ e _O.;`.ft)= O Of 12D= Wall 16.8 pef'(•. ' k O k + O k)= O Of 1.2D+05L= Floor =• 42.3 psf'( 5 ft/2+ O'-v.ft)= 106 Of W3. 106 Of �T��AdJlistimerlt Factors(Cry;' • .. F;, 1.00 1.00 0." 1.00 E 1.00 1.00 1.00 1.00 R1_ 12747 1:10, R2= 12690 11'5 • F 1.00 WO 1,00 1.00 SrgArea: 20.40 in2 Area: 2030 in2 . Mmax= 1072805 in-lb, Vmax= 12747 Iby i paoig€k.Akwe±, `' Max Deflection = 0.54 in Fy- 2400 pel . E= 1.60 x 10^6 psi • F 240 plai Glu-lam Camber(y)= O 23 in(3,500 ft Radius) • SKr= bd2/6= 755-3 ins > Srro = M_ / F'b= 507.3 n3.... OK AK1- bd = 196.9 in2 > A,, = 1.5'V,,,n,/F' = 79.7 in,...I OK I =bds/12= 8305.7 in' • �Y..M" X,!�-"��� 2�.`"^��e�-`� • W:U1071EngineeringU107 Tian 26113 12 of 39 • j. b 9 UAW. INNOVATIVE 29970 Technology Drive,Suite 204 Dote: 5/22/2008 IS[ STRUCTURAL Murrieta,CA 92563 D8-1107 ENGINEERING 951 600-0032, 951 600-0036Fax n e® *vFi V1� fl of ecCl©n Per?..C1U7 CBG S'ecttan 2-505 2 d n ���7�Qb,S`e�,e�tkon 12 8 i:a w/�u pQrirlr+o�.i3earrt�ef#ect ion ® 4 Front of 2nol Floor ® Total length of Shear Wall Segments= 16 a;.5aemicnd Loud{SeMgth'Yavai)Pagd�kvlatlohI "�':�Y� ,-,_w43 ` Load,v= `4;!338 Ibe x 1.4/ 16 ft = Mplf m,5hearlMel• ..... '"2=:,. � Pa•D'cCail118TYL&YCai aim, ,on'S':ut _V14 Mona `r• FloJdownlf nsioa�zes w/ 2 x Pn t ,,�.�W- ,•�;��F�+�,t .5_hcar�.'WaR DFsplacemant�b„�pert8G5ect on�6(J�.'9.'L�L�uatinn Z3-Z, ," . S,. = 8 y h' + v h + 0.75 h e + h d. EAb Gt b • HAM — .r5. =. Area of bounds Element Gross Section it • �Y ( ) tits? _ QOQ Vertical Elongation of Overturning Anchorage(in) Elastic Modulus of boundary E[cmcrrt(psi) ® e Nail Deformation(in)-Table 2305.2,L ® lWastener= 64.7 8d Common Nail at Shear Wall Types 6,4,3,&2 • (2 t/2"x.131") Nora'Increased a by 207. 10d Common Nail at Shear Walk Type 1 at S.W.Types 6,4,3,&2 for Non-Structural I PI od (21/5"x.148") - ?!.a00f2r Nail Deformation(in)-TaMe 2305.2.2(1) - . v xGt _ 29�062 m Rigidity of Plywood(Ib/in of panel thickness)-Table 23052.2(2) 055,24/O Span Dating,(15132"S.W.Type 1,3/8"-All others) • _ °B OD Wall Heght(ft) vu{ _ 388'0 Maximum Design Shear(plf) bT6Dis ; Total Shear Wall Lengths(ft) E/asticS.N/OisplacemenLPe�C6G23053.2+, 5upportWne beam Deflection per 1605,4 Amplified Elastic Shear Wall Displinarrt jfnalastfc Range) S y yy • •— _ .e'{5� .QA..� - • 'i["..: 't^ =h&fs•�^:�" ^'ky, . } ...aer A5CE=7 05r$action,l2 8:6t(EQuatTon-12.8.15)-.: .. '* Deflection Amplification Factor _ Yi Ca Sxe. ( Per TaMe 122-1 Impo- `�� = rtance Factor Per Section 11.5.1• ,. : ..:. 'nbM _ �$� AmpliRed Elastic S.W.Ulsp/acement Per ASGE 12.6.6 • IBM :' '.sue)Allowable SDrI#1:�A parfcG�1�D515ect�o_n 1Z ?. Occupancy«Category _ A - 0.025 h. Story Height = 8 n"` ';=t in- Sr Story Drift is OKi • • W\1107\E4ineering\ll07 Plan 2613 13 of 39 • 5t ti 1510 S1INNOVATIVE 29970 Technology Drive, Suite 204 pate: 5/25/2005 STRUCTURAL Murrieta, CA 92563 #: 08-1107 ENGINEERING (951) 600-0032, (951)600-0036 Fax -- Sim f S.0 orted Wood Beam Cai0.0-27 arage'Door Header _ Ma Span(0 y16:5A ft • Loads f er 2007 CBG 1607:`9&16Gi7a 1t2 Dead(psf) Live(psf) N Reduced Live Load(psf) • Koof= 20:0. 20.0 90.5 20.0 Lr=Lo R1R2, R1= 1.00 1 R2= 1.00 Noll WO 0 D 0.0 0.0 Roof Pitch=F74�:12 i Floor a- 140 40 0 = 0.0 40.0 L=Lo(0.25+15/(Ki At)^0.5)) P,ointglroads P1= D z, Ibs from = `•at X1= D O ft P2= a Iba from - at X2= 0 t3 ft • P3= 0 Ibs from " atX3- OQ. ft �`' `; �UnrForrrErtJr�trlbuta_�f�Load�W1_ '-� ��� • Roof = 40.0 psf'( 35� ft/2+ Eft)= 150 plf Wall = 14.0 pyf'( �,2` ft + ft)= 28 plf Floor = 54.0 psf'( ft/2+ ft)= 0 plf _. Beam Weight= 10 . Of+ W1= 188 plf • Partial'lJiiiform D15fieibuted4L�oad:`W2 Start at X= O ft End at X=�ft Roof = 40.0 psf' ft/2+ 0, ft)= O Of Wall = 14.0 psf'( 0 ::'ft + =,v-0,=.ft)= 0 Of • - Floor; 54.0 psf'( ,o ft/2+ 0--ft)= 0 Of - W2= O Of • Partial"llniform't`DiStributrd`s[?oad:y41+3 Start at X- p"`ft End at X= ft • Roof = 40.0 pef'( m 0 :..ft/2+ :: O; .ft)= 0 Of Wall = 14.0 paf'( 0. ft + 0'�.ft)= 0 Of Floor = 54,0 psf'( =11:0+,_ ft/2+ ._ 0 ft)= 0 Of • W3= 0 Of Ad,JuStmentFactar5"?�;(C) .;.; • - Fb 1.25 1.10 1.00 1,00 a:a".r s xs:s._ .,.•-b -","i�LoadtCgg Re5uEt5. ;i . '.e'•- ` " E i.00 1.00 1.00 1.00 R1= 1547 Ibs, R2 1547 ' Iba F 1.25 1.00 1.00 1.00 BrgArea: 2.48 in2 Area: 2.48 in2 . Mmax= 76580 in-lb, Vmax= •1547 JL r, 51% ` Max Deflection{Y}= 0,47 in F j,= 900 psi D+L, Allow Deflctn(Y)=L/ 240 = 0.53 In.... OK • E= 1.60 x 10^6 psi • F _, 180 si Glu-lam Camber(y)= 0.12 in(3,500 ft Radius) . tCctual 5ectrorlgPropert, [es vO IMAMZe`14 red S'ection�Pro cctie �r d2/6=ACI= 73.8 in3 > 5REQ = Mm,■ / F'b= 61.9 in3.... OK • AAcr= bid = 39.4 in2 > AREQ = 1.5'Vn,,,/F' = 10.3 in2.... OK • I, = bd3l12= 415.3 in4 > IREo=Yact'I act/Yallow= 236.9 OK :" � . �(• rr _X 12 '," .. 5 S,�Do�gta�FiwG a�ile,��, 2�,� • W:111071Engineerin011107 Plan 211 14 of 39 5 ht WA 1 INNOVATIVE 29970 Technology Drive, Suite 204 P#eu 5/25/2008 IS[ STRUCTURAL Murrieta, CA 92563 ?t. 0S-1107 1 ENGINEERING (951) 600-0032, (951) 600-0036 Fax A � -- d Loads 5CE 05 Allowable 5tre�s=��gt� ,�3� . .� � ' vx"alE- —..:.•.s, t>.. ,ru:-,. iLwba-m.aw_,._...aKri ,hv........ 1.—. ,`aw^'t4: Structure Period,T � 0 m- f=1/T= 5.00 Hz > 1 Hz..... OK! Ba51G Wind Speed (3s-Gust),V SCW "` mph Figure 6-1 Building Occupancy Category- it Table 1-1 Wind Importance Factor,Iw= 1.00 Table 6-1 Exposure Category= E5 Section 6.5.6 Mean Roof Height,h = 20 ft Building Length,L 40' a ft Figure 6-6 Building Width,B= 44 ft Figure 6-6 L/13= 0.91 Figure 6-6 h/L= 0.50 Figure 6-6 Roof Pitch= ' 4�_ ;12, Q = 15.4 degreee Topographic Factor,KZt=•,ice>�v<,1,,� ,�.,�::�:: Section 6.5.7&Figure 6-4 Velocity Pressure Exposure Coeff.,Kh= 0.62 Section 6.5.6.6&Table 6-3 • Directionality Factor,Kd= Section 6.5.4.4&Table 6-4 Gust Effect.Factor,G O ill Section 6.5.8.1 .. Enclosure Classification >YncloSed Section 6.5.9 Roof Velocity Pressure,qh&qz= 9.75 p5f q=0.00256 KhKrtKaV`I,,Sect 6.5.10 ' � Ma�nYFt�roe s1�n 55tefxi ` es� n�W}nd P�e�+�ur:� S'tctliant;C15t1 2�� �i External Coefficients=Cp- Figure 6-6 Section 6.5.12.2.1. P= qGCP- (GC i) Internai Coefficient z Gcpi-Figure 6-5 +Internal - Internal 82Windward Wall Pressure,P= G (G = 0.60 ) - 06 (GCi= ' fl78. .' )= 4.87 & 6.38 1 p5f Leeward Wall Pressure,P=qrG*{Cp= -0.50 ). - V(GCi = D'18 ) _ -5:90 & -2.39 p5f • O Windward Roof Pressure,P=q,,G*(Cp= -0.06 } - %*(GCi = p 1$;' ) _ -2.22 & 1.29 p5f P=qr,G*(C,= -0.49 ) - ah*(GCi= gC?:1, :. }_ -5.85 & -2.34 p5f. O Leeward Roof Pre55ure,P=qy,G*(Cp= -0.57 ) - nth*(GCi=' ( 18 )_ -6.47 & ~2.96 p5f 44 y hr= ft ft hr h2 1 2 — ��a MY. 50, > 2nd Flr Windward Wall,P,*h2/2= 36 plf b 2nd Flr Leeward Wall,P2*h2/2= -25 plf Wind Roof(Pos);P3*(hr-h1-h2) = 9 plf 119 f I -WIN h, 1 2U Wind Roof(Neg),P3*(hr-hj-h2)= -39 pff --> -57 plf • Leeward Roof,Pa*(hr-h) = -43 plf 1 --> -41 plf b a1 i k7 trig ` is -7 plf let Flr Wind Wall,P,*(h2/2+h,/2)= 71 plf la,FIr Lee Wall,P2*(h2/2+h,/2) - -50 plf ® at t i�esiz�n�11ri}�E�Pl �� i^Jirca F e 234. pIf • • g vht L2 • INNOVATIVE 29970 Technology Drive, Suite 204 Date: 5/25/2008 • IS[ STRUCTURAL Murrieta, CA 92563 IF 08-1107 lENGINEERING (951) 600-0032, (951) 600-0036 Fax am. -- va ` 5 � Ear-G quake load Inafy at25toryBYLlild g ` ' • Proposed Project Location: City of Lake Elsinore, California Latitude,deg Longitude,deg • Governing Code: 2007California Building Code(CBC) 33 7056:' 117 5227 'soils Report: Albu5-Keefe Job# 1216.02 Dated # 24-Jun-08 • D L�o���,p5� t ram. E, .h`quakeDeSign�,Paranieters�ti.-;; .. i Roof= -20:' ' prof 5ite Cla55= -L,d , Per Table 1613.52 • Wall = :• =10- prof Short Period 5.A.,S,= 1503 U565 • Totaf 2nd Fir= 30 prof 1s Period S.A.,51 D 60" U5G5 Floor prof Site Coefficient, F,, = 1.00 Table 1613.5,3(1) Wall= =`2b prof 5ite Coefficient, F = 1,50 Table 1613.5.3(2) Total lot Flr= 34 p6f 5m6=Fa5,= 1.50 EQ 16-57 Total Weight _ 64 pof 5m,= F 51 = 0.90 EQ16-38- 5,=2/3 5ms = 1.00 EQ 16-39 Vr 5p,=2/3 5m,= 0.60 EQ16-40 566mic 0e6ign Category= D • h Vf Height of Building, 20.00, ft Response Modification,R= ;. 6.50=,' Table 12.2-1 h; Importance Factor, le = 1.00 Table 11.5-1 Occupancy Category= II,_ Table 16045 ;Equtvalent'LaLeral'Force 12 8&Y20t77 ' Seismic Design Parameters per Soils Report as provided GBC}605}3 2,_.... ? '�Tables listed above are located inChapter 16 of Governing Code ..� • V=Cow Approximate4Furidamental�Periad • Cs=5D5/(R/I) = 0.15 Ct = 0.02- Table 12.8-2 • C6=5p,/T(Rh) = 0.49 Max x= 0.75ry„ Table 12.3-2 Cs = 0.01 Min T=Ct(h )x= �0.19 $aye Shear,V= 9.55 p6f Long Period Trans,TL_ _ 12 =�: Figure 22-15 Allow 5treys V/1.4= 7.03 W • Sect.12.5.4.2 _ 1.50 Rho s VcrGical}Dis ributianYcrf Force er SeeC�on 12 8 3 '' • Eh=p Qe= ' 9.14 prof W1 hi Wihfk EWihik "Fx(prof) EFx(psf) W Ev=0.25psD 30 17 '•, 510 510 5.84 5-8 4 W =Roof(Vr) 34 85d 289 799 3.31 331 = Floor(Vf) 64 0 0 799 O _-W, Base (Vr+Vf) • "Fx=C'V CVx=Willi /f Wihj' k=1.0 • • W:\1107\Engineerin0\1107 Plan 2613 16 of 39 . INNOVATIVE 29970 Technology Drive, Suite 204 pate 5/2.5/2008 STRUCTURAL Murrieta, CA 92563 # 08-1107 ENGINEERING (951) 600-0032, (951)600-0036 Fax - -. F Q p J ( 1{�orid eal" 1A/a!! De51g�1 Per CBS Table Floor .. ® Total Length of Shear Wall 5egment5 '1O'l h 5e��m�c Load 8 p m. Load a p5f x J8 ft x ��) : . f t/2 - 4438 Ibs Load = ` O OO ry p5f x D ft x G ft/2 - 0 Ibe Load p4 x 0; ft x O ft/2 = 0 Ibs g ® Load C7DD pof x 0 = ft x D ,.: ft/2 = 0 Ibs Load = 0 00 pof x J '- ft x v ft/2 0 Ibs Load p5f x C r ft x O �? ft = O Ibs Total.5ei5mic Load= 4438 "w "- Ibs Wind load Load plf x � a` ft /2 = 2240 Ib5 ,. u Load= -�D, plf x U ft /2 O Ibs Load = Vim. plf x 0 ft /2 0 ib5 - _ Load = •- �QK�'• plf x C ft 0 Ib5 Total Wind Load = 2240 "Reduced by 2w/h per V C13C Table 2305.3.4 Seismic 4,438 16.00 277 600 2 . a5 applies Wind 2,240 16.00 140 600 2 5trap'at.Wdw/Door ;� WDW Hght ft Aspect Ratio D 2 1 • w1Nnr5. Cal '. 5hear Load at Wall = 4438 Ibs He ght S' - ft Overturning Moment(O.T.M.) = 35507 ft-lb Width _ =r°�19 a 3 ft Re5ioting Moment(R.M.)= 28599 ft-lb ,m wt _ _ - r1b Dead.bo ''�ro"n'�aE� _�=°- O.T.M.- 0.9 R.M. 9498 ft-lb Roof ft/2 Uplift= 467 . tb5 �s. Wall = 8 '`.ft Uplift from Shear Wall Above Floor p ;� ft/2 Total Uplift= ,487 ,' Ib5 Frovide: C516 Floor to Floor Strap w/ 2x4 Post �� P %ag7n .'• *4,�Gt11r ,...� e„ 1aP5i�n� Total Lateral Load,V= 4438 Ib Top Plate 5treoa= ,117 pif - ft To Plate Dray Length - '<k,1 ' fit Length of Dia hra m,! _ ;.- 38 . ;. 9 P 9 .....: p 9 9 - - .;.:�;:�- Diaphragm Stress,v=V/L= 117 plf Top Plate Splice Load= 1577 Ibe Length of 5hear Wall Line,Lw - a3'St="„ ft Provide: G516 SHardware Spacing= 45 _ O.C. t • W:\1107\Engineering\1107 Flar 2613 17 of 39 • 6 5h : W 1 .�. IUNU VAT IVE 29970 Technology Drive, Suite 204 Da 5/22/2005 • ' STRUCTURAL Murrieta, CA 92563 #: 06-1107 FNGINEERING (951)600-0032, (951) 600-0036 Fax -- • ' .ter � Per-F a"tedShe'�'al+llaff`D 5rgi+v/��orce�TranSfer�;�_a � �# P,round�Opening5� Cou led Beam Analogy f'er 2305 3'81� �n*�,,,,, 1rn F _ Left of 2nd Floor - • s: . .. V,Shear .`''>�h38" Ibs W - ��� 5€�ear WalE DfinenSions '� S.W.Width,A 8 ;. ft • V B= - 3� ft ui I VII VUf n C= T 8``- ft ft • it IX E y^Y4� ft • w = F= `2.67`c ft IV x hi= 8 ft W= 19 ft 1 = [7+E/2= 3.33 ft V VI XII XI 2 Y_ J =A+13/2= 9.6 ft L1 =C+B/2= 9.5 ft DF - u• 0= D+E/2= 3.33 ft- Provide Type 2 Shear Shear Entire Wall with C516 Above&Below Opening X • K-V`[A/(A+C)] = 2219 ibe Y= K'I/J = 776 lbs - X Y`J/I = 2219 lbs • I ii • • r L� T= [(Y'i3/2)/D] = 577 Iba • - �` ur= T/(13/2) = 585 plf Governs Shear Type • W W:11107\Engineering\1107 P!an 2613 18 of 39 • • rw LI, IT T— 2=[(K`(E/2))/A] 555 Ib5 w II W_[(K*(E/2))-(Y'A)]/A= -223 Ib5 c On= K / A 277 plf • J =K-T= 1342 Ib5 vlll= J/A 168 p!f • l � 1W Z �A • �Y K • Q=[K"(E/2)/A]= 555 Ib5 Iv f=((Y"A)+(K"(E/2))}/A= 1333 Ib5 viv= K/A= 277 PT V"H/W= 1869 Ibs 1606 Ib5 LL v ? R=((Q"A)+(N'F))/A= 1091 Ibs dE M =((K"F)+(Q"A)-(R"A))/F- 613 Ibs Provide C516 strap f A uv= N/A= 201 plf • M _ L=K- N- 613 Ibs R vl �� uvi- L/(15/2)= 409 plf • cL iI • x K=V"[C/(A+C)] = 2219 Ib5 vl VIII Y=K"0/L1 = 778 Eby X=Y*L1/0= 2219 Ib5 Ix • K YI • • • • WA1107\Engineering\1107 Plan 2613 19 of 39 r atll T=[(Y"5/2)/DJ = 877 Ib5 ��� T uv T/(8 e/2) = 585 plf Governs Shear Type, Iz W�t K Z=[(K-(E/2))/C]= 555 fb5 ix W=[(K'(E/2))-(Y-C)]/C= -225 b5 UIX= K/C= 277 plf d J J =K-T= 1342 Ib5 y vlll • uv,,, = J/C= 168 plf } Iz w K x , Q= [x•(E/2)/C] = 555 Ib5 } P= ((Y*C)+(K'(E/2)))/C= 1333 lb5 icy �l k)x= K I C= 277 plf � { K l ty la P1 m xi D=V"H/W= 1869 Ib5 LJ- N=((D*C)-(P-C))/F= 1606 Ib5 fi u R=((Q*C)+(N"F))/C= 1091 Ib5 —� M =((K"F)+(Q"C)-(R"C))/F= 613 Ibs uxi= N/C= 201 plf �EB/z-� L=K- N= 613 Ib5 uxli= L/(13/2)= 409 plf WA1107\Engineering\1107 Plan 2613 20 of 39 4' G ht W 2 INNOVATIVE 29970 Technology Drive, Suite 204 D c 5/25/2008 STRUCTURAL Murrieta, CA 92563 # 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax e : - S R i+Yi od Shear'UNai1 De5igri Pe�GBG Tab&230�31 RIg it~0�2nrd'For-e g h of Shear Wall Total L 5 g Length ement516' • Load = 584 p5f x ft x 40 ' ft/2 = 4438 Ib5 S Load = 0 00- p5f x0 ft x 0 = ft/2 = O Ib5 Load = "1D-00A p5f x -.0 . ft x r.pc0 ft/2 = 0 Ib5 Load = D 00`;,=. p5f x aD ft x := 0 ft/2 = 0 Ibs ..... Load = ;:..:U00::; p5f x :; 0; . ft x ft/2 0 Ib5 • Load = 00:_. p5f x O``. ft x 0' - ft _ 0 Ib5 i Total Seismic Load =1-7 4438 Ib5 kit ON rMEN NOW, • Load plf x 40' ft /2 = 2240 Ib5 • Load = r D'"" Of x 0 ft /2 = C Ib5 • Load= = 0 plf x O'`-< ft /2 = O Ib5 Load = plf x _0 ft = 0 1 b5 . Total Wind Load = 2240' ;'' Ib5 . 5egmertted Shea Wall Check per C6G Table 23D6.4.1 " Reduced by 2w/h per VIM 1WROINThal "k t {ft� v{perW a ?Ilc (;RM T p ' • GBG Table 2305:3.4 5ei5mio 4,438 16.00 277 600 2 as applies Wind 2,240 16.00 140 SOD 2 • 5trap at Wdw/Door Y WOW Hght 4 ft, Aspect Ratio= 0.2 1 e L<-• �"'' _ � ':�h a Wa11�End;PoS" &•�Ho!dow�f7e5ign T , M�".*3����,�;', f 11Uo�r 'StWall: Shear Load at Wall T 4438 Ib5 Height= S:.�x ft Overturning Moment(O.T.M.) = 35507 ft-lb Width = ==19 5u ;ft Resisting Moment(R.M.)= 26899 ft-lb 4_ Tr<.ib:Dcad L on,_a[ i O.T.M.- 0.9 R.M. 9498 ft-Ib Roof= .�}v :. ft/2 Uplift= 457 Ib5• • Wall `'.a= ft Uplift from Shear Wall Above= D " Ib5 Floor= :W.0 ft/2 Total Uplift= 487 <= Ib5 • Provide: C516 Floor to Floor Strap w/ 2x4 Post _ Diaphragm Stress,Drag Coilector5&'f'op Plate I�egign • Total Lateral load,V= 4438 lb Top Plate 5tres5= 117 pif Length of Diaphragm,L. 38 = ft Top Plate Drag Length = ft Diaphragm 5tre55,v=WIL= 117 plf Top Plate Splice Load= 2102 Ibs • Length of Shear Wall Line,Lw = 38.' ft Provide: 2-0516 iHardware Spacing = . 45 O.C." WA1107\Engineering11107 Elan 2613 21 of 39 Y o. INNOVATIVE 29970 Technology Drive, Suite 204 5I22I2OO8 ' STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951)600-0032, (951) 600-0036 Fax _,w�,�,t1`.• -- ` ��XPerf�r-ated Sheol Wall De�igrl w/ 1 nrce TranSFer '`� ' 3 ��Rrolhd;0pening - Coup( d Beam Analogy Perll 2305 -.s,.�� S'-`La.h �,» 'f� -. �.:g...�✓.-p '�. 'tide. w.-,�," ^.^ Rlght "of d Floor • Vi `57E�aI" r I w hoar Wa31.DirvIP V [3 f III I vll vlll C� C= F5 ft If® E se ft Ix F c. 7 `t ry x = H= 8 ft W= 19 ft I=q+E/2= 3.33 ft xI IL® v VI xii -- J =A+B/2= 9.5 ft +� 1 L1 =C+13/2= 9.5 ft i u 0 = D+E/2= 3.35 ft Rcsu , Provide Type 2 5hear 51hear Entire Wall with C516 Above&Below Opening x K=Y*[A/(A+C)]= 2219 Ibe III I tY Y=K*I/J = 778 Ibe X=Y*J/I = 2219 Ib5 • I I IY K t • I T=((Y"6/2)/D] = 877 Ibe • I` r ui = T/(512) = 555 plf Governs 5hear Type • W:\11O7\Engi1eering\1107 Plan 2613 22 of 39 W Z= [(K*(E/2))/A] = 555 Ibo w W= [(K*(E/2))-(Y*A)]/A= -223 Ibb < v„= K / A� 277 plf �-y • J J = K-T= 1342 Ib5 1 l I v,,, = J/A= 168 plf • TWE< T ly • iC • T Q= [K*(E/2)/A] = 555 Ib5 ((Y*A)+(K*(E/2)))/A= 1333 Ib5 v,v= K/A= 277 plf � P KQ1 ice—a�i p K a� M D=V'H/W= 1869 Ib5 • Y N = ((D`A)-(P*A))/F = 1606 ILJ- b5 i R =((Q*A)+(N'F))/A= 1091 lb5 • 1 `v M = ((K*F)+(Q*A)-(K*A))/F = 613 ibs Provide C516 6trap uv= N I A= 201 plf • � B/2 • � � �1 L= K- N = 613 Ib5 vv = L/(S/2) = 4-09 plf LV�{ x K=V*[C/(A+C)] = 2219 lbo • I' vEi VP Y= K*0/Li = 778 fb5 -T• , " X=Y*L1/0= 2219 Ib5 0 i ix K 7 • WA1107\Engineering\1107 Pian 2613 23 of 39 . T T=[(Y*13/2)/D]= 877 Ib5 • vl l l�i p uyi,= T/(15/2)= 585 plf Governs shear Type Y � i �z K W Z=[(K`(E/2))/C]= 555 Ib5 Ix A W= [(K"(E/2))-(Y-C)]/C= -223 Ib5 �K —� ua= K/C = 277 plf G Y J — J =K-T= 1542 Ib5 J/C= 165 pff . f r z- K -U) ' f G�1 K x Q=[K-(E/2)/C]= 555 lb5 P=((Y"C)+(K`(E/2)))/C= 1333 Ib5 Q P f ux= K/C= 277 pff K M xi I7=Y"N/W= 1869 Ibs UL ® R N =((D"C}-(P"C))/F= 1606 Ib5 N u R=((Q"C)+(N"F))/C= 1091 Ib5 M=((K`F)+(Q`C)-(R"C))/F= 613 Ib5 r ux,= N/C= 201 plf R� XII � L=K- N - 613 Ib5 ® uX„= L/(5/2) = 409 plf ® WA1107\Engineering\1107 Flar 2616 24 of 39 • 267 W 3 A INNOVATIVE 29970 Technology Drive, Suite 204 ate: 5/25/2008 STRUCTURAL Murrieta, CA 92563 #: 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax U,, "e Wood5heaWaIIDegr� PerCBC Table 23�631 ` Total Length of 511 Wall 5egents 14 ' Load = 584 psf x '40- ft x 38 ... ft/2 = 4438 Ib5 Load = 75bo �; psf x WO ft x 0 ft/2 = 0 Ib5 Load = ` OQq_; psf x ft x �0 ft/2 Load = O,AO=_ p5f x `. 4, ft x ft/2 = D Ib5 Load = "`000 psf x e `;':_ ft x ....0;, ft/2 = O Ib5 • Load = OOD psf x 0`= ft x 0 ft = O Ibe Total 5ei5mic Load = 4438 w Ib5 • Load plf x 38 ft /2 - 2128 111 Load = 0. A Of x "0, . ft /2 = 0 Ibe • Load Of x O_.` ft /2 = D Ibe • Load = 0 plf x =- 0 ft - 0 Ibe Total Wind Load = 2128 Ib5 raegmerited�heaWll G=�h�"eckper G6�C Tabl'�e. 23D6 4.1 reduced by 2w/, per 'Type V(IUb) motal I d (::ft} v(splf} liow( f) IN CPC Table 2305.3.4 Seismic 4,438 14.00 317 600 2 as applies MWind 2,128 14.00 152 600 2. Strap at Wdw10oor N WII Aopect Patio 0.5 1 ri 05hea Wail Enid Post&Holdownf e5ign - or GE Se lNali 5hear Load at Wall= 443r3 Ib5 Height= =" 8 ft Overturning Moment(O.T.M.)= 35507 - ft-Ib Width= e-"z] 25 ':ft Re5i6ting Moment(R.M.)= 43444 ft-Ib • 7rib l?eaif'=a`il.�on II w: O.T.M. - 0.9 - R.M. _ -3593 ft-117 S Roof= '.18 .r ft/2 Uplift= -208'• Ibs _... Wall . ft Uplift from 5hear Wall Above= 0 a Ibs Floor= � 0 - ft/2 Total Uplift = 208 Provide: No Floor to Floor Strap wl No Post Diaphragm 5tre56,p rag Collars& �p Plate I Ca gn Total Lateral Load,V= 4436 Ib Top Plate 5tr ec,= 111 plf _ergth of Diaphragm,L= ,40' ft Top Plate Drag Length = -.-15:,; ft Diaphragm 5tress,v=V/L= 111 plf Top Plate Splice Load = 169.3 Ib5 Length of 5hear Wali Line,Lw = 40` ft Provide: C516 Hardware Spacing= 48 "o.c. WA1107\Enginecring\1107 Plan 2613 25 of 39 • • j W3 ..5ht 4� INNOVATIVE 29970 Technology Drive, Suite 204 Gate: 5/22/2008 • ' STRUCTURAL Murrieta, CA 92563 fit; 08-1107 ENGINEERING • (951) 600-0032, (951) 600-0036 Fax A -- • Pe1~forated�5hear Uilail De�1gn w1 I✓orce T>^an5f�r ' • � flr0und-Openings coupled beam Analogy Per 2305 5 81 �.Y _ • 3 Rear of 2r d'Floor; • V, JAifaY S = ahear Wall Jimen6 one • a _ �� S.W.Width,�A= ft v • III I vll vlll o C • G 7..�� ft II Ix E • m FNji.' Iv x H= 8 {� W= 17 ft • v vl xn xl I=D+E/2= 3.33 ft J=A+13/2= 9.5 ft L1 =C+B/2= 7.5 ft a _ - U 0=D+Et/2- 3.33 ft • Provide Type ? 5hear • 5hear Entire Wall with C516 Above&Below Opening �J X K=V*[A/(A+C)] = 2536 Ibe • III �J— Y Y= K*I /J = 859 Ib5 • — X=Y*J/1 = 2536 Ib5 • I T • • �5/21 T= [(Y*6/2)/b] = 1003 The oT u, - T/(13/2) = 668 plf Governe 5hear Type • s� • • WA1107\Engineering\1107 Plan 2613 26 of 39 • • • �w Z# • • II Z=[(K*(E/2))/A]= 634 €b5 • w W=[(K*(E/2))-(Y*A)]/A= -255 Ib5 • K� ui�= K / A= 317 pIf • • J • J=K-T= 1533 {b5 i III �Y viii= J/A= 192 p[f • K I tw zi • ,Y K T— Q=[K*(E/2)/A]= 634 Ib5 P= ((Y*A)+(K*(E/2)))/f1= 1523 Ib5 • uW= K/A = 317 pIf • o • K D=V*H/W= 2088 Ib5 • N=((D*A)-(P*A))/F= 1694 Ib5 e v K=((Q*A)+(N*F))/A= 1200 Ib5 . N M=((K*F)+(Q*A)-(R*A))/F= 842 Ib5 Provide C516 Strap q� Uv= N/A= 212 pIf • • • �Big— •{ I • L=K- N= 842 Ib5 L/(B/2)= 561 pIf • �L —1I_ • • LI • x K=V*[C/(A+C)] = 1902 Ib5 • I Y vll ViII Y= K*0/L1= 844 1bo X=Y*L1/0= 1902 Ib5 • o ix • Y • • • • W:\1107\Engineering\1107 Plar 2613 27 of 39 • • • T T= [(Y`6/2)/D] = 952 Ib5 • vll p Uvn= T/(5/2) = 635 plf Y • • • —T Z=[(K"(E/2))/C]= 476 Ib5 Ix W=j(K'(E/2))-(Y`C)]/C= -210 Ib5 • K u,X= K/C= 317 plf 7 • • J = K-T= 950 Ib5 y vl I I uti„= J/C= 153 plf E • Z K 1w1 • K 1 } • I Y • x W Q= [K`(E/2)/C] = 634 Ib5 • P_ ((Y'C)+(K'(E/2)))/C= 1478 Ib5 • �� F. l uX= K/C= 317 plf • • +c 1 • L R xi D=V'H/W= 2088 Ib5 • N=((D'C)-(F-C))/F= 1371 Ib5 • �14 u P,=((Q"C)+(N"F))/C= 1244 Ib5 M=((K'F)+(Q"C)-(K"C))/F= 531 Ib5 • u)= N/C = 228 plf • � f L = K - N = 551 Ib5 • " '�, Ali .� OX„= L/(13/2) = 354 plf • TL • • • • • • • WA1107\Fngineering\1107 flan 2615 28 of 39 • W 4 INNOVATIVE 29970 Technology Drive, Suite 204 5/25/2008 • STRUCTURAL Murrieta, CA 92563 , ' 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax N -- -m" . .�'Fi�ont o BP.L�rTotal 3 *g h of Shear Wall 5 g ent5 n t e • Load 5 84 pef x 4D ft x 3$ ft/2 = 4438 Ib5 7 Load = 0.00 __ p5f x W D _. ft x . . ft/2 = Q Iba • toad W w=`D:OQ pof x :0; � ft x R ft/2 _ 0 ib5 Load= _'O:OO.--- paf x "t0 ft x L, O ft/2 = O Ib5 Load = `...D.O p5f x £ D_.. ft x ;-p ft/2 0 I b5 • Load= 0.00 paf xO ft x :: _'0 = ft = 0 Ib5 • Total 5eismic Load - 438 Ib5 �4._... -n.. k . � 6& WindfLoad q � . �•.> Load - 112 Of x ft /2 = 2128 Ib5 • Load = w0'_ plf x 0 ft /2 = O Iba Load = _-4fl .`'> plf x ft /2 = 0 Ib5 • Load = - 0;. - plf x W� D _ ft = 0 Ib5 • Total Wind Load = 2128': .'L ib5 • 5egmiAtltcd:Shear all Check per G6CTable 230�Fi�l.] Reduced by 2w/h per T;y V( ) Total l+Vidthf}FWAtO `v ai[aw t) Type • CBC Table 2305.3.4 5ei5mic 4,435 15.00 296 600 2 as applies Wind 2,128 15.00 142 600 2 5trap at Wdw/Door Y WDW Hght 4 _ ft Aspect Ratio 0.2 1 Iw heaWall end Pot&;Holdown Design T: ,� T me Wor Ge'Wal[ Shear Load at Wall = 4438 - Ibs Height ^8 ft Overturning Moment(O.T.M.)= 35507 ft-Ib Width = i = 2q�� ft Reaioting Moment(R.M.)= 66400 ft-lb 0i;T F .6 dYLoad n Wall°' = O.T.M. - 0.9 R.M. _ -24253 ft-Ib .a x�"x"- Roof= ''`22' _#"ft/2 Uplift= -1213• Ib5 Wall - 8, ft Uplift from Shear Wall Above= O Ib5 . Floor= °D-= ft/2 Total Uplift= lb5 • Provide: No Floor to Floor 5trap w/ No Post Ds Phra9m 5 ress,Draq�&ollecto &to late De gn • Total Lateral Load,V= 4435 Ib Top Plate 5tress= 111 plf • Length of Diaphragm,L= - 40 ft Top Plate Drag Length = 11. ft Diaphragm Stress,v=V/L= 111 plf Top Plate Splice Load= 1221 Ibs • Length of Shear Wall Line,Lw = :�:...:kQ „; ft Provide: C516 Hardware Spacing = 48 "O.C. i • WA1107\Engineering\1107 Plan 2613 29 of 39 • • w 4 • INNOVATIVE 29970 Technology Drive, Suite 204 5/22/2006 STRUCTURAL Murrieta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax Ob-1107 Y. -im W -4 Pa 00y, Per rou Coupled �a 71L... :7 -o I c nt M.ro f 13 Jroolh.3 4458 b5 W- 5.W.Width, A= 7 f-� 13= —V-1 C= ft VII Vill a ix E= ft F= ft H b ft W= 20 ft A X11 Xf I = P+E/2= 3.33 ft J =A+13/2 = 9.5 ft • Ll =C+[312= 10.5 ft • 0= D+E/2= 3-33 ft Provide Type 2 5he3r 5hear Entire Wall with C516 Above&6clow Opening r\=V*[AI(A+C)] = 2071 lbo • 'T' Y= K'l j = 726 lbo • X=Y'J/l = 2071 lbo < 6/2 T T= [(Y-13/2)/D] = 1365 b5 T/(13/2) = 546 plf • • • WA1107\Enginecring\1107 Man 2013 30 of 39 • • } 7 l< • Z= [(K'(E/2))/A] = 592 $9 w h • W= ((K'(E/2))-(Y'A)]/A= -134 Ib5 • < u„ = K / A= 296 plf • Y • .3 • J = K-T= 706 Ibe . III I Y J /A= 101 plf • � �u z; • lY K • Q= [K'(E/2)/A] = 592 Ib5 LL, IV P= ((Y'A)+(K'(E/2)))/A= 1515 Ib5 • uw= K/A= 296 plf . E • • K 1)=V'H/W= 1775 Ib5 • N = ((D'A)-(P'A))/F = 1199 lb5 V �2 R={(Q`A)+(N'F))/A = 1049 1175 F M = ((K'F)+(Q'A)-(K'A))/F = 572 Ib5 Provide C516 Strap • �� �A u,,= N /A = 171 plf • • • � �• L =K- N = 572 Ib5 R� vl T vyI= L/(B/2) = 349 plf • • x !_I K=V"[C/(A+C)] = 2367 Ib5 vll VII I Y= K"O/L1 = 751 Ib5 . Y W X=Y"L1/O= 2367 Ib5 • o ix • • • WA1107\Engineerirg\1107 Plan 2613 51 of 39 �5T T/(5/2) = 564 plf Governs Shear Type • V' ILL • z to K Z=[(K"(E/2))/C]= 676 ibs IX W=[(K"(E/2))-(Y'C)]/C= -159 Ibs v,x= K/C= 296 Of • c y Y • J • J = K-T= 956 Ib5 �- Vlll • } } uv,„= J/C= 119 plf IZ LI • • -fG I I • > ll, Q= [K-(E/2)/C] = 592 It* • P= ((rC)+(K-(E/2)))/C= 1542 Ib5 IQ —p ux= K/C= 296 plf • �C P iC • xl D=V'N/W= 1775 Ib5 FR • N=((D'C)-(P"C))/F = 1297 Ib5 • N U R=((Q-C)+(N-F))/C= 1025 Ib5 M =((K'F)+(Q"C)-(R"C))/F = 1070 Ib5 up= N/C= 162 p!f • _M L=K- N 1070 Ibs LL ux„= U(5/2)= 425 plf WA11071Engineering11107 Plan 2613 32 of 39 • t. 5h t: W 5 • INNOVATIVE 29970 Technology Drive, Suite 204 C?atP 5I25/2008 - .: STRUCTURAL Murrieta, CA 92563 � ���. 08-1107 ENGINEERING (951)600-0032, (951) 600-0036 Fax s W adahtfaJiD,e51gn Per GECe • _ r_.t e � 9�r Igor``. . Total Length of 5hear Wall 5egmento `!1 ' • S16YnEG LUad 2 Load- , p5f x p`� =r. X1C. ft/2 = 4438 a_.. Ib5 Load p5f 14a ft x E 5 ft/2 = 1202 I1b5 Load - Ox p5f x Oi ft x J ft/2 = O Ib5 Load = t?C;C# = p5f x D� ft x ft/2 O Ib5 Load = 1" D r2U t p5f x ti ft x J ft/2 = O $o Load = 0 C30' p5f x � 0 ft x ft — D Ib5 Total 569mic Load= 504-0 Ib5 ------------ • d a W)nd load49 Load - 11j�� pif x 40 ft /2 = 2240 Ib5 • Load= 21 Of x tta 5 ft 12 = 998 1.1 • Load= 0 Of x U ft /2 = 0 1�5 • Load= O ? If x 2 ft 0 Ib5 = _ _ Total Wind Load = 3 lie Ib5 - **Reduced by 2w/h per '<P ( �L�;'t� si'���th��tf•:, rP>f:r1 ���i':� N t�1.f�'�it�w i C13C Table 2305.3.4 5eiomic 5,640 12.00 470 490 3 • a5 applies Wind 3,235 12.00 270 350 4 Strap at Wdw/Door N WDW Hght 0 ft, Aspect Rat,o= 0.7 1 �� A �" ,�� • Shea Wa#i End f oet&`Holdown;DeSsgn a5eail ;: 5hear Load at Wall 60 Ib5 ON7 Height= $ 3 ft Overturning Moment(O.T.M.)= 45119 ft-Ib Width= ft Resisting Moment(R.M.)= 8734 ft-Ib Tr�b DeaLodnWal[ O.T.M.- 0.9 R.M. = 37259 ft-Ib Roof= U `'A ft 12 Uplift= 3105' Ib5 Wall = - S�. ' ft Uplift from 5hear Wall Above= " 3891 Ib5 Floor= ft/2 Total Uplift= Provide: HD08 Foundation Holdown w/ 4x6 Post . ....... • Total Lateral Load,V= - 5640 Ib Top Plate 5tre5s= "-148 pff Length of Diaphragm,L= ? 38 ft Top Plate Drag Length = ' 2z : ft Diaphragm 5tress,v=V/L= 146 plf Top Plate Splice Load = 3205 lb5 Length of 5hear Wall Line,Lw = :: ft Provide: 2-0516 • Hardware 5pacing = 36 "O.C. • W\11071Engineeringl1107 Plan 2613 33 of 39 W 6 INNOVATIVE 29970 TechnologyDrive, Suite 204atc 5/25/2008 ® IS[ STRUCTURAL Murrieta, CA 92563 =a 08-1107 • ENGINEERING (951)600-0032, (951) 600-0036 Fax -- s �V�lood5l :ea #IDe51gn t Per-GBC Table 23D6 1 2. t " ,y;` 5 Left { �7 `rfue Shear Wall 5egm nt5 12 i otal I Pngth of e • 5ei�miG LOad ' 12 ® Load Qz00 psf x t ft x O. ft/2 _ 0 Ibs Load = 31- psf x ft x 4 %0 f% t/2 = 2913 Ib5 Load = �O 00 psf x0 ft x 0 ft/2 = O Ib5 Load = ~D DCJ�r^ psf x D ' ft x -0 ;. ft/2 = 0 Ib5 Load = DQ psf x •ft x 0 ft/2 - 0 ib5 Load = 0 D' psf x ft x 0 A ft = 0 lb5 Total 5ei5mic Load - 77 779�34777� '` ib5 1. Wind Laad Load = plf x J ft /2 = 0 Ib5 Load = 171 plf x 40 ft /2 = 2420 Ib5 • Load = U plf x J ft /2 = O Ib5 Load = 0 plf x ft = 0 Ib5 Total Wind LOaa - 2420 7, Reduced by 2wlh per • C13C Table 2305.3.4 5eiemic 2,916 12.00 243 260 6 • ao applies Wind 2,420 12.00 202 260 6 ® 5trap at WdwlDoor -: t I WDW Hght j 4=t, Aspect Ratio- 0.7 1 5hi° a11�°tid Post&Holdown Ueeign • .. WorsT,Ga ' Y�'all. Shear Load at Wall = lbe Height 8' f Overturning Moment(O.T.M.)= 23,502 ft-Ib Width = :i2 ft Reei5ting Moment(R.M.)= 9405 ft-Ib i3b�D 'd*woad=an atl O.T.M.-. 0.9 R.M. _ 14838 ft-Ib Roof= =.0 '=ft/2 Uplift= 1;;.67 Ib5 Wall= f4 'ft Uplift from Shear Wall Above= t Ib5 • Floor= ft/2 Total Uplift= 122j1 : „: Ib5 Provide: 5TH014 Foundation Holdown w/ 4x4 ?oor, ALT: HTT22 .�. T- ,. • Rt�p`nag t' re5a;C� �0 Ca:c;�U`tor�� op�{�la�c,l~'e5,ign Y' Total Lateral Load,V= 2913 I b Top Plate 5tre55= 127 plf Length of Diaphragm,L= ;;..,;,.t, 9 f Top Plate Drag Length =Imel ft • Diaphragm 5tre55,v=V/L= 66 plf Top Plate Splice Load = 633 Ibe Length of Shear Wall Line, Lw 23�`u, ft Provide: C516 Hardware Spacing = M 42 "O.G. ® W:11107\Engineer1ng11107 Plan 2613 34 of 39 h t` ` W 7 INNOVATIVE 29970 Technology Drive, Suite 204 5/25/2006 • STRUCTURAL Murrieta, CA 92563s 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax �lVovd5hear W11 tg I'er'CBC Table 2..�D6`.3 t; Kic ht o1. Flo or Total Length of 5hear Wall 5egmenti3 20 Load = ' 8z9 p5f x fc x 2 - 4�F38 Ib5 Load = 3; p5f x :'44 ft x 23 5 ft/2 - 1711 Ib5 Load= Q Qa p5f x O_ ft x O, ft/2 - 0 Ib5 Load= +}C10 p5f x �� T;-` ft xa:'D ft 12 = 0 Ib5 _: .. Load= 13134 p5f x O ft x D: ft l 2 = 0 Ib5 Load= =g bOD ', p5f x xO ft x 0=_ ft 0 1be T Total Seismic Load = tb150 b5 • Load0.= �2 plfY x q ) ft r 2 = 2240 Ibs • Load = 11 plf x Ft i 2 = 1422 Ib5 . Load = plf x 0 ft /2 = 0 lbe Load = '„p plf x0,,,;,; ft = 0 Ib5 Total Wind Load = 3602, Ib5 A"' �.au'p�S`Y������... '*Reduced.by 2w/h per MEOW l lflM C15C Table 2305.3.4 5ei5mic 6,150 20.00 307 550 4 • a5 applies Wind 3,662 20.00 183 260 6 . Strap at WdwlDoer r! WOW Hg ht '0 Aspect Ratio= 04 1 5hear Wra I 1 nd,Fg6t&`Haidavan pe5igri °� x.. Y�1ar5t Case Yklll 5hear Load at Wall = 50 Ib5 Height ft Overturning Moment(O.T.M.}= 49197 ft-Ib Width= 0 ft Resisting Moment(R.M.)= 24640 ft-Ib f � C1aadk�o ranSII� s O.T.M. - 0.9 R,M. = 27021 ft-Ib • Roof= "e ft/2 Uplift= 1551 $5 Wall = = B -• ft Uplift from 5hear Wall Above= 213,5 ; I175 • Floor= , 16 ft/2 Total Uplift= 489 Ib5 Provide: 5THD14 Foundation Ho[down w/ 4x4 f o5t ALT: HTT22 Total Lateral Load,V= 6150 lb Top Plate 5tree6= 140 plf Length of Diaphragm,L= �#4" ft Top Plate Drag Length 9 ft Diaphragm 5treee,v=V/L= 140 plf Top Plate Splice Load = 2656 I65 Length of 5hear Wall Line,Lw ft Provide: 2-0516 Hardware Spacing= 38 "O.C. W:111071Engineerin011107 Plan 2013 35 of 39 ht W 8 • INNOVATIVE 29970 Technology Drive, Suite 204 � t3te 5I25I2008 • STflUCTURAL Murrieta, CA 92563 #s o8-1107 ENGINEERING (951)600-0032, (951)600-0036 Fax °° WoodSlarI( e5ign f er CBC Viable 23DF 3.1 4 71 lz Total Length of Shear Wall 5egment5 '10 x ,x 5ci Load 3.75 _ _ _..,_. Load- ="" 5 54 p5f x Ft x ft/2 = 4438 Ibs (5.25 • Load = 21 31 p5f x 4,") ft x 1.' ." ft/2 = 1125 Ibo Load = D ff0 p5f x ft x O ft/2 = 0 Ibs Load = 0(?rl p5f x Q ft x x • ft/2 = D Ibo .a_ ft x /2 = Q be i Load = 0 0 pef x 0 ft . Load = 0 00= ° pef x ft x 0 ft = O Ibs • Total 569mic Load= . " 5661 .: •.:y: lb5 YVInL!Load r' Load= , plf r, 7 3 ft /2 - 2125 Ibs • Load = a24' plf x 17 ft /2 - 1029 Ibo -�: - Load = �'�'�`� plf x ft /2 D 165 Load plf x C ft 0 Ibs Total Wind Load 3157 16o egmerr#e 5h r Wall Check rer CE;G�t1 a 1 F 306 1' x. p Reduced by 2W/h per s' Tlts 'V,rr,l �'�ttJ1'f�, ' �, i w�n:: ..bq'Sr:LI; �� ex • C15C Table 2305.3.4 565mic 5,564 10.09 556 563 2 • as applies Wind 3,157 10.00 316 350 4- 5trap at Wdw/Door �� WDW Hght 0 p •' x. h 5 Ratio ShearWatl4End:1's&H�f ' ' 1�e ign - • WotCa a 4'aE _ 5hear Load at Wall - 1�41 Ibh • Height= 8 w „ ft Overturning Moment(O.T.M.) = 15579 ft-Ib Width = �. 3 h ft Resisting Moment{R.M.) = 1624 ft-lb °. O.T.M.- 0.9 R.M. = 14117 ft-lb'Trtb1Ded"Load-anA► �t • Roof ft/2 Uplift= 3764 Ibo Wall= 8 ft Uplift from 5hear Wall Above= Ibs • Floor= 37 ft;2 Total Uplift= 37 : _ Ibs Provide: STH014 Foundation Holdown w/ 4x4 Poet ALT: HTT22 ' 9 5tr 9a1 ec�nr° sT Total Lateral Load,V= 5564 lb Top Plate 5treoe w 139 plf Length of Diaphragm,L= �. ft Top Plate Drag Length= ft Diaphragm 5treoo,v=V/L= 139 plf Top Plate Splice Load= 1391 Ibs O Length of 5hear Wall Line,Lw = ft Provide: C516 Hardware Spacing = 38 "O.C. WA1107\En0ineerin0\1107 Plan 2613 36 of 39 • i"t W 9 INNOVATIVE 29970 Technology Drive, Suite 204 rate: 5/25I2008 STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951)600-0032, (951) 600-0036 Fax o -- NAM -- OO M SNaI( Deign ['er. GBG Table 23d6'.31 F ncof Kithen Lrr€iiy Room Total Length of Shear Wall 5egment5 � 8 • " " `� �� 5Ei5t171G Load � 8 ® Load psf x O f x { ft/2 = 0 Ib5 Load 331 - p5f x 40 ft x ft/2 = 2516 Ib5 Load - _ ODQu p5f x U =t X ft/2 - 0 Ib5 ! � .. - Load = C+�Qf)= p5f x 0 ft x ;�C7rG ft/2 0 Ib5 41 Load = Q OG► p5f x C?. ft x O ft/2 O Ib5 Load= pof x G' ft x WIN ,- ft O Ib5 .., Total Seismic Load= ;2516 : lbs Load= D pif x , ft l2, - O lbs ® Load = µ121 plf x8,A ft /2 = 2299 Ib5 k Load = plf x ^'.'0 ft /2 = O Ib5 Load = plf x C3 `j. ft = O Ib5 Total Wind Load = 2299 Ib5 Y�ta1110heck r CSC -r mb `24g-1 **Deduced by 2w/h per • CBC Table 2305.3.4 Seismic 2,516 8.00 314 350 4 • ae,applies Wind 2,299 8.00 257 350 4 Strap at Wdw%Door 11 WDW Hght 0 ft Aspect Ratio= 10 1 ShearIlEl=nd'-Post&Holdown D�Sign M b � , . ,- Worst Cage al 51hear Load at bb'all - Height= 8 ft Overturning Moment(O.T.M.) = 20125 ft-lb w ! Width = - 8=' 'ft Desisting Moment(R.M.)= 7392 fi-Ib ! Tr�b L1ead load n 1t a O.T.M.- 0.9 * R.M. = 13472 ft-16 ! Roof= O ft/2 Uplift= . 1684 Ibs . Wall s' - ft Uplift from 5hear Wall Above- O Ib5 Floor= 7 y ft/2 Total Uplift= 1684 ' Ilbs • Provide: 5THD14 Foundation Holdown w/ 4x4 Post ALT-HTT22 Total Lateral Load,V= 25,G lb Top Plate 5tre5s= 314 plf Length of Diaphragm,L 4C fr, Top Plate Drag Length 5 ft • Diaphragm 5tre55,v=V/L 63 pif Top Plate Splice Load= O Ib5 ! _ M:tu Length of 5hear Wall Line, Lw _� -'-�~`u',�5 'ft Provide: C516 Hardware Spacing = 17 "O.C. • WA1107\Engineering11107 Plan 2613 37 of 59 • i aiit's w 10 INNOVATIVE 29970 Technology Drive, Suite 204 Cite 5/25/2008 STRUCTURAL Murrieta, CA 92563 05-1107 . ENGINEERING (951) 600-0032, (951) 600-0036 Fax y -- r s1D front 0f 'wing 1`.00M. var{ig n Tot Length o ear Wall 5 nt5 '1 5 Total Leng f 5h egme 1' • } 5ei mac Load s 0.- _ k 5.5 Load = 54 pef x 4t� ft x °3�3 ft/2 = 4438 Ib5 3 Load= 3 3i psf x 4 3 ft x i ft/2 = 1721 Ib5 3 Load = r O psf x O ft x ft/2 = 0 Ib5 Load= t 0 OD u p5f x G ft x :p+€�-= ft/2 O Ib5 Load= ' Q OC3 pef x f b ft x ft/2 G ib5 • Load = p0p p5f • x 0 O ft x Q ft = Ib5 ' _... _ x r� Total seismic Load = 6i60- b5 Load= 1 1 plf x 3£� F /2 2125 Ibe • Load = plf x �.6- f-; /2 _ 1575 Ib5 Load = plf x O M ft /2 O Ib5 • Load = plf x C ft = D Ib5 Total Wind L,)ad = 3701 Ib5 - • Reduced by 2w/h per (aklr`��'"�'�;�''R, allo7 -, wanAw;.auaa „.,,,f,a ,':..ta.�s v t.,J 7 ,....:.�f. �...? ,.,rS. a ,'p CSC Table 2305.3.4 5eiemic 6,1160 11.50 536 653 1 as applies Wind 3,701 11.50 322 350 4 Strap at Wdw/Door N WDW Hght c? ft Aspect Ratio 2.7 1 tom. �, 5h a 1Na11 i=ncl P l oidown CleSia'r Worst Ca?eVi/a((� 5hear Load at Wall Ib5 I h.. 'a`�..... z Height_= „ ft Overturning Moment(O.T.M.)= 12fb55 ft-lb Width - s=`f'= `3 +ft 12eoi5ting Moment(R.M.)= 306 ft-lb • 11-fflffi L"N Ww D.T.M.- 0.9 R.M. = 12579 ft-Ib Roof ft/2 Uplift= 4193 Ib5 Wall ' 2 :=° ft Uplift from 5hear Wall Above= , : Ib5 . Floor D ft/2 Total Uplift= ;; 4193 [be . Provide: 5TH014 Foundation Holdown w/ 4x4 ALT: HTT22 • - :,: g .���r. 6t�'�g Do'e•to .:°gip f'a',e C��S€gn���' • Total Lateral Load V= 6100 Ib Top Plate 5treoe= 154 plf .� Length of Diaphragm,L- " Z rt Top Plate Drag Length= f �- ft • Diaphragm 5tre56,v=V/L = '.54 plf Top Plate Splice Load= 1078 Ib5 Length of 5hear Wall Line,Lw 40 Ft Provide: C516 • Hardware Spacing = :�4 "0.0. • W:\1107\Engineering\1107 Plan 2613 38 of 59 ` Fit. F 1 II'INOVATIVE 29970 Technology Drive, Suite 204 Date` 5/25/2008 SESTRUCTURAL Murrieta, CA 92563 08-1107 • ENGINEERING (951) 600-0032, (951}600-0036 Fax © -- • i �Conven �© aI �Q=ndatlorl.Ana3��i� ` a_eaigtaiueg:: Allowable 5oll Bearing Pressure(pef) TDDO • soils Report by: r; t i.sa • Job Number: 12 G Date: V� 'J'Arc:2 ?.0t Pxx [blxim>irilear�.ngWallLoad M • Roof = W psf * (( 3 ='' /2 + 0" ) = 760.0 plf ,. Wall = 14 p5f *( I{a 8 + 224.0 • Floor = p5f *( 1 /2 + � ) - 459.0 Deck* p5f " (. _ - /2 + } = 0.0 at Cant.Deck only. w= 1443.0 plf • Required Footing Width"= 1443 I( 2000 - 50 ) = 0.74 ft • 1-5tory Footing: 2 "x "w/5teel Reinforcing Per Plane 2-5tory Footing: 15 x 9$ "w/5teef Reinforcing Per Plane • . Allow ble Point Lt�ad.atW-Footirig; P max=5.B.P.x5x Width/144 5=2 x(Depth +51ab Thickne55)+Poet Width P max at 1-5tory= 5833 Ib P max at.2-story=.; 9792 Ib: • F1- 2 '"5q.x - ';38 " Up. Pad Footing w/(5)#4 BOT. EA WAY Pmax= 7100 LB +. F2 "5q.x 8' " Pp. Pad Footing w/(4)#4 DOT.EA WAY Pmax= 11075 LB F3 L3 "5o1.x M.1. ?' " Op.Pad Footing w/(5)#4 BOT.EA WAY Pmax= 15975 LB F4 4 ` "5 .x ;ri 13: " D .Pad Footing w/ 6 #4 BOT. EA WAY Pmax= 21725'LB F5 4$ "5q.x w. "Op.Pad Footing w/(6)#4 BOT.EA WAY Pmax= 28400 LB ice:.... .- . . • • • WA11071Engineering11107 Plan 2615 39 of 39 • • 29970 Technology Drive Suite 204 . INNOVATIVE gY • IS [ STRUCTURAL Murrieta, CA 92563 ENGINEERING Phone: (951) 600-0032 • Fax: (951) 600-0036 • • • • Structural Calculations for: • Plan 2710 • • • • • • i . • • • s • • • • i i i i • • 0 i • • 0 • SHti D 1 • INNOVATIVE 29970 Technology Drive, Suite 204 512212005 • STRUCTURAL Murrieta, CA 92563 08-1107 • ENGINEERING (951)600-0032, (951)600-0036 Fax K4. '77 owed crd-a��, 6A Calculation M R yk. VPJ � al et, c roem Ca- Cr?AtTlegi H Mof M -------------- EEKIK • Ked' 4740"P;7r?• AM Dead(psf) Live(psf) A�(sf) Reduced Live Load(psf) • Roof 20-*O' : 212.05 19.7 Lr=Lo :1221 R1 R Kl 0.99 K2 100 1 Wall 14.Q._L .:� 0.5 Roof Pitch h -4----7 Floor=,. 0.0 40.0 L=Lo(0.2.5+115/(Iy,Aj^0.5)) .........-'.i......... 1-0--N TbiwOo . lbe from Xl= P2= The from at;X2=1 ft F3= $o from vm X5 "o at :01ft WO f Roof = 39.7 psf' �40-5 i ft;/2+ ft)= 804.9 plf Wall 14.0 psf' ft + ft)= 14 plf • h Floor = 54.0 psf'( I- '-� '.Q� Ift/?+ O. ft)= 0 plf Beam Weight= ro plf+ W1= 625 plf 5tart.at X= ft End at X= ft • Roof = 39.7 psf' 57-t ft/2+ ft)= 0 plf Ma? =. Wall 14.0 psf- + 0 ft I- ft)= 0 plf Floor 54.0 psf* Q1-7ft;/2+ 0 plf ft)= W2= 0 plf 7ft End at X=F � ft• Roof = 39.7 psf (& 'ft/2+ ft 0 plf Mall = 14.0 Psf' 76:1-1 ft + ft 0 plf Floor = 54,0 psf O. 11 ft/2+ ft.)= 0 plf W6.= 0 plf C F 1.25 1.30 1.00 1D0 1.00 1.00 1.00 1.00 Kt= 2166 lb5' R2 2166 lbs P, F. 1.25 1.00 1.00 1.00 13rgArea: 5.47 ir12 Area: 5.47 it12 • Mmax=1 54110 vmax=1 2166 Ibs Max Deflection(Y)= 0.06 in F,= 900 psi 1)+L, Allow Defictn(Y)=L/ 240 0.26 in'.. OK - • E= 1.60 x 10-6 psi F,= 180 psi Glu-lam Camber(y)=EDn(3,500 ft Radius) 00 d Section'12 WN-0-1 ii--' W Tip io"Offlow", 2 bd/6= 3 5ACr= 30.7 in5 > 5KEQ = M.. F'� 23.3 in OK AAna= bd = 25.4 jn2 > AKEQ = 1.5*V../Fv = 14.4 in2OK • 1 ACT= M3/12= 111.1 in' > lFEQ=YaC';'l act Yal[OW= 33.6 in4OK XMW 2':j WA111107\Engineering\11107 Flan 2710 2 of 42 D 2 iNNQVATIVE 29970 Technology Drive, Suite 204 5/22/2005 • STRUCTURAL Murrieta, CA 92563 # 08-1107 SE ENGINEERING (951)600-0032, (951)600-0036 Fax _ ic V�15. di t ,,w �13&a iM f CAI Gli"01111--; &-a ro f F "ntV-15'ed room"41 pi'l- Dead(pef) Live(pof) A,(sf) KadurM Live LoaJ(pof) Roof= = 20.6 161.8 20.0 Lr=LoKK2. K1 1.00 K2 100 P_- �V`O 0.0 Wall= .....7 14. 0.0 Roof Pitch a.='1:12 • Floor 14 ; `46.07"*_'. 0.0 40.0 L=Lo(0.25+15/(Kil At)^0.5)) .P� 1• 51=75 ' pl= Ibo from lFier'ViJes -Afe t;X11=f7 0 P2= -6--k Ibs from atx2= p:0. ft P3= 'A 0025T. 11*from E7 A% �X' at X3=[g!jq ft Roof = 40.0 pof'( ft/2+ ft)= 80 plf • Wall = 14.0 pof ft .=7 "A + ft)= 14 plf 454--0 ;--:Floor = 54.0 pof H_ft/2+ Nift)= 0 Of • Beam Weight= 10 plf+ W = 104 plf Start at x= p ft. End at X= ft Roof = 40.0 pef*( ft/2+ 7-ro-Ift)= 730 plf Wall = 14.0 prf*( ft + "moo o ft)= 0 pif Floor = .54.0 pof'( ��ft/2+ llodft)= 0 plf • W2= 750 p[f Start at x ft End at X= ft, .......... Roof = 40.0 p5f*( :u--_O ft/2 4 0 ft)= 0 plf Wall = 14.0 paf*( I '. T1 10� ft j1Z ft)= 0 plf Floor = E54.0 p6f* ft/2+ ft)= 0 plf W3= 0 plf U 'ment;F hors • m1p F, 1.25 1.10 IDO IDO '.40 tj E IDO IDO 1.00 IDO Izi= 2939 Ilble. K2 4136 lbr, F, 1 1.25 IDO 1,00 1.00 DqArca: 4.70 in2 I Area: 6.62 ir12 • Mmax= 72416 1 in-11,, Vmax=l NESM Max Deflection(Y)= 0.04 in Ft,= 900 Pei D+L, Allow Dcflrt;n(Y)=L/ 240 0.26 in.... OK • E= 1.60 x 10^6 Pei F�= 180 Pei Glu-lam Camber(y) 0.01 in(3,500 ft Kadiur 1• P A p�ltj 4H ddd,' 5ACT= 74216= 73.6 in3 > 5KEQ = M.. F't 585 in .... : OK • ACT= H = 59.4 inz > AgEa = 1.5'V,,..I F'�= 27.6 in2.... OK • I ACr= bd3/12= 415.3 1114 > 1, OK fQ=Yact*I act/Yal[ow= 00.0 12 2 • W:\1107\Emqlinecring\1107 Plan 2710 7)of 42 • Mtp, INPJOVATIVE 19970 Technology Drive, Suite 204 6122/2008 • STRUCTURAL Murrieta, CA 92563 08-1107 is[ ENGINEERING (961)600-0032, (951)600-0036 Fax op, OM"'--ed w 5a-E�' 19! impl up y? _por �i ft Dead(psf) Live.(psf) A,(6f) Reduced Live Load(psf) Roof *99 -7w 100-9 20.0 jLr=Lop'jP'2, Kl= 1.00 R2= 1.00O 0 - -, A:f, :�I t,-'�' Z-' I I Wall= '14.0 -.0. 0.0 0.0 Roof Pitch Floor= 1* 0 ''.400- 108.3 40.0 IL=Lo(0.25+15/(K,,A,)^0.5)) mx 77-wti p t �75677 p1= W lbs from PMK4fi6- at X1= 4.0Ift • dbL P2= ll�r,from at)2= ft P3= 0 bo from • at X3= ft U ffi-km;p-[O:Opib'UtVdX' *M1.0% Roof = 40.0 psf ft/2+ ft) 80 plf • Wall 14.0 psf*( ft + hl�' ft)= 12ro plf Floor 54.0 psf'( Oft/2+ RIft)= 467.9 plf Beam Weight= 8 pif+ VV1 = 682 plf ParCla qM - jstn'butea L6ii Start at X- --4 ft End -r Rd Roof = 40.0 psf ft/2+ EGI ft) 730 plf F Wall = 14.0 psf' ft + 'L ft;) 0 plf 1; Floor 54.0 psf ft/2+ L-4;,0 ft 0 plf W2= 730 plf L d W3- Start at X ft End at X= ft 00 Eb Roof = 40.0 psf' 0+ ft/2+ F7 ft)= 0 plf Wall = 14.0 psf'( O ft + 0 plf f• Floor = 54.0 psf' ft/2+ IT62+'!ft ft)= 0 plf • W3= 0 plf C 4mc cru 1.00 1.00 LOO 1.00 Load i E 1, 1.00 100 1.00 Fzl= 3727 R2 6790 Iby 1,00 1'(110 1.00 1. DrgArea. 5.9ro in2 Area: 9.26 r12 - E 00 F4 1,00 Mmax= 117285 in-lb, Vma.= 5790 Kc, Max Deflection(Y)= 0.14 in Fj,= 2325 poi D+L, Allow Peflctn(Y)=L/ 240 = 0,31 in.... or. E= 1.55 x 10^6 psi F�= 265 si G lu-lam camber(Y) in(3,500 ft Radius) W*R,-,FMM 9ACr= l7d2/6= 62.6 iM3 > ".. Eg = M.. / Fb� 50.4 in3OK AACT= W = 33.3 i112 > Apm = 1-5*V../F�= 30.5 in2 OK 1 ACT= M3/12= 250.1 jM4 > IRFO=Yacvl act/Yallow-- 114.4 in4 OK If? X 915 • W.-\1107\Enqinecrin,3\1l07 Plan 2710 4 of 42 D 4 • INNOVATIVE 2997D Technology Drive, Suite 204 [),ate: 5/2212008 • IS[ STRUCTURAL Murrieta, CA 92563 08-1107 . ENGINEERING (951)600-0032, (951)600-0036 Fax a o"rtedUllood=BemCa:IculationY _ . ��:.. 4 = , Header: atRear af'Nook/Kitchen 525 ft MEN ,(aailb�P�G8 -16079;8�r->76p7r11:2 • Dead(psf) Live(psf) A,(of) Reduced Live Load (pof) Roof= .-20.'07 :. = :.,20.0�_ 207.4 19.9 Lr=Lo KiRz, R1= 0.99 K2 LILO Wall 0.0 0,0 Roof Pitch= • Floor 40.0-= ; 96.2 40.0 I_=Lo(0.25+15/(Kip P.,)^0.5)) • r Poh l zLoads :; P1= r0 1L from __ _ ;. :' at Xi= ft • ...._. Ibs from = at X2- .0 ft P3= :D Ibs from `- "" at X3= gf3.0".ft Roof = 39.9 psf-( :-38:5�ft/2+ =°1 ft)= 807 plf • Wall = 14.0 psf'( 8'= ft + 1 _ ft)= 126 plf • Floor = 54.0 psf`( 17.33 ft/2+ ",,1 Jft)= 521.9 plf Beam Weight= 10 plf+ W1= 1464 pff • Part,al lJriifdrm""I17f5tr1b" "`1 oed'W2 Start at X= IV -ft End at X= ;0. fti__. »_.. Roof = 39.9 psf'( Q_: ft/2+ =0 ft)= 0 plf Wall = 14.0 psf"{ =0 ft + :OR ft)= 0 plf • __ Floor = _54.0 psf'( '0:: ft/2+ ==0 _ ft)= 0 pif W2= 0 plf i PactiaFiUntform:.Diytribr ted Load;,W3': '.- Start at X= >O y ft End at X=FTT-]-ft • Roof = 39.9 psf"( �.,0--.;.ft/2+ ML u ft)= 0 plf Wall = 14.0 psf'( 0 ft + 4-: ft)= 0 plf • Floor = 54.0 psf'( �:�D =:ft/2+ Q�,--_ft)= 0 plf W3= 0 plf Rdjurtmen Factors • Fb 1.00 110 1,00 1.00 _` Loading'Results :_"_ E 1.00 1.00 1.00 i.co R1= 3844 Ibs, R2= 3844 Ibs F, 1.00 1.00 co c0 13rgArca: 6.15 in2 Area: 6.15 in2 • Mmax=l 60546 1 in-IK Vmax= 3844 o ge5igri`VaIuPS: Max Deflection(Y)= 0.04 in Fy= 900 psi D+L, Allow Dcflctn(Y)=L/ 240 - 0.26 in.... OK E= 1.60 x 10^6 psi F = 180 poi Glu lam Camber(y)= D 01 in(3.500 ft Radiur,) ;sr-Q a cti�alSretionl' er ties wa: g . vs:`, .4 R'.' utred.Section 1'ro ertres M�»xs _. ,_.gyp___. af�,�•.c.,._..�r• .. .,, 5AeT= 17612/6= 73.8 in3 > 5KE0 = M.. / F'n= 01.2 m3.... OK • Ancs= bd = 39.4 ;n2 > Agee = 1.5`V.../F' = 32.0 in2.... OK • 1 Aa= bd3/12= 415.3 in4 > IRE0=Yact'1 act/YalloW= 59.6 in4 OK Provide � 1 ' 4'; ` ?( �2 545-Dougla5'Frr=G ode/f 2 AiCernaie .: ,:: 1 3.5 - ' . 'X 5a . -._ W:\1107\Engineering\1107 Flan 2710 5 of 42 • • �`� `.?nt B 5 • SEINNOVATIVE 29970 Technology Drive, Suite 204 5/22/2008 STRUCTURAL Murrieta, CA 92563 Yr 08-1107 ENGINEERING (951)600-0032, (951) 600-0036 Fax o -- ..� � irl '�iii`�orte_t�.lNood°Beam`Calclai`ot� m _. r5E-feader at Rear"af 5u er: Family. p �m I NO 2 ft • Dead(p6f) Live(paf) At(6f) Reduced Live Load(p5f) Roof 20 D ,20 L? = 52.3 20.0 Lr=Lo R1R2, R1= 1 00 R2= 1.00 Wall .= 140 O Qom:..": 0.0 0.0 Roof Pitch= 4 Y.s :12 • Floor � �;14 Q�-�`=. ,4(�0� -� 107.6 40.0 L=Lo(0.25+15/(K„AL) 0.5)) w `Po�rl£LaS Pi= 3o1Z Iba from :GI der: a at X1=FIE] R, P2= C Iby from at X2= U Ft; P3= U Iba from at X3= r�1f rRL G?t trlbuted c.�il 1' e Roof = 40.0 - pof'( _2 ft/2+ ft)= 80 plf a � !Nall = 14.0 p5f'( �„, ft + Elft) ft)_ 126 pIf Floor = 54.0 p6f'( 2A7 ft/2+ = 553.5 plf Beam Weight= 8 pIf+ W1= 765 plf 1?aCG1�#i)prForin l�trlbGteil�f ad 5tart at X=MOM ft End at X= 1 � ft Roof = 40.0 p6f'( MM ft/2+ G ft)= 730 OfWall = 14.0 plf'( ft + , ;: ft)_ 0 plf _ Floor = 54.0 paf'( 'r: ft/2+ .M" ft)= 0 plf _ W2= 730 plf #'artwal#JnfFr�,rm DcStt M liter Loa :_._._._ Start at X=(4WD, '�i{t End at X= Q =:a ft Roof = 40.0 pof'( ft/2+ (3 ft)= 0 plf Wall = 14.0 p5f'( C- ft + 0 F ft)= 0 plf Floor = 54.0 paf'( ft;2� ft)= O plf W3= 0 plf ACtJ Stl entf','F h. 1.00 - 1.00 1.00 1.00 .. I_r;?�dlncl E 1.00 1.00 1.00 1.00 R1= 5599 I176, R2= 2772 Iba F 1.00 1.00 1.00 1.00 frgArea: 8.96 in2 Area: 4.44- in2 Mmax= 70407 in-lb, Vmax= 5599 Max Deflection(Y)= 0.05 in F, 2325 . psi r2+L, Allow Deflctn Y =L/ 240 = :0.26 in.... OK E= 1.55 x 10^6 paI F = 255 pai Glu-lam Camber(y)- 0.01 in (6,500 ft.Radius) 5ACT= bd?l6_ 52.6 Ina > 5Rto - Mmax / F'b- 30.3 inJ.... OK . AAcr= bd = 33.3 in2 > AReo = 1.5'V„ x/F' = 29.5 in2.... OK 1 ACT= 1713/12= 250.1 in4 > IReo=Yact'1 act/Yallow= 50.9 ins.... OK W:\11MAEngineerine11107 Plan 2710 6 of42 s • A I I'--- 13 ro INNOVATIVE 29970 Technology Drive, Suite 204 5/22/2006 • STRUCTURAL Murrieta, CA 92563 #y 08-1107 • SE ENGINEERING (951)600-0032, (951) 600-0036 Fax .'PScam 4* . .w 5d C QQ -1. T UPPOMrr F1 sfi'OMa, _h�f f K ft"c'h c h'-' 7: & 0 ft Dead(p5f) Live(psf) A,(5f) Reduced Live Load(psf) Roof 100 RZ= 0.0 20.0 Lr Lo RIF-2, F-1 1.00 • .0 0.0 0.0 Roof ritch=Wall 7�14 1:12 Floor 137.2 40.0 L=Lo(0.25+15/(I.,A,)^0.5)) FL7_13557; e W_g at 1_4_5'lb from XI= ft &_03 6*7 �7 P2= ll�r'from at X2= ft $c,from 011L -M!_ at 9iq7I ft Roof = 40.0 pef'( -4� ft/2+ ft) 0 plf Wall = 14.0 ref'( &F-O'INE ft + ft)= 0 plf • 1733 Floor = 54.0 prf*( ft/2+ nft)= 467.9 plf Beam Weight= ro plf+ M= 474 plf Start;at X= e Oa- ft; End at X= ft Roof = 40,0 pof* ft/2+ ft 0 plf Wall = 14.0 p6f* ft A. "_O ft)= 0 plf Floor = 54.0. W* .W1 ft/2+ ft)= 432 plf • M= 45 plf ft -rid,iFin". 5tart at X E 9t X= ft 0-4- Roof 40.0 Psf ft/2+ 0- ft)= 0 plf Wall 14,0 psf.* .: -ft + ft)= 0 plf • Floor = 54.0 pcf ft/2+ ft;)= 0'plf plf .11+.,:74Fe " C 1.00 1.00 1.00 1.00 E 1.00 WO 1.00 100 Kl= 2.313 1175, Q= 2435 1 F, 1.00 1DO 1.00 1.00 15rgArea: 3.70 in2 Area: 3.90 in2 Mmax=1 64172 1 in-lb, Vmax=l 2435 I be Max Deflection(Y)= 0.05 in 'Fb 2325 psi P+L, Allow Peflctm(Y) U 240 = 0.38 or, • E= 1.55 x 10^6 psi • F�= 265 psi Glu-lam Camber(y)==Iin(3,50oftRadius) Od- S rib SACT= jd2j6= 57.2 in3 > 5REQ = M.. / F'j, 27.6 m in.3OK AACT= W = 24.5 in2 > APEO = 1.5*V,,./F,= 12.8 in2.... OK 1 act= W'1112= 400.2 In4 > IIZFQ=Yact*l act Yallow= 85.7 in4... 0 K • • WA11107\1Eingincerim011107 Plan 2710 7of42 15 7 IS[ 1111VIIIII 11970 Technology Drive, Suite 204 Dat s 5/22/2005 STRUCTURAL Murrieta, CA 92563 Ob-1107 ENGINEERING (951)600-0032, (951)600-0036 Fax Imply IM, q s pv F17U ft • Dead(Psf) Live(psf) N(6f) Reduced Live Load(pef) Roof 0.0 20.0 Lr Lo PV-� W. Ki= 1.00 K2- L21.00 Wall= ,�1 Q'Ot 0.0 0.0 Roof Pitch= Z, ]:12 • Floor= 61.9 40.0 L=Lo(0.25+15/(K,,Aj^0-5)) F1= I br,from FjtjrfTJ3 :4- at F2= 0 I ior,from • P3= Ibs from .3w at O=L2;2jft • I,MDrm UnIfa -%ViyteIvuta, Roof = 40.0 pof* ft/2+ a Os ft)= 0 plf • WaI[ = 14.0 pi5f* ft + �ft)= 0 rIf Floor = 54.0 pef' ft/2+ L-OEjft)= 86.4 pif Beam Weight= 6 plf+ M= 92.5 plf Partial,tlnrfd stijli6tad Lb"Ad:Mik,;-7.",.,..,,77 I --F 7,70-7 ft Start at X ft End at X Roof = 40.0 pri- ;q ft/2+ , L ft)_ 0 r1f Wall = 14.0 pef* 1-0 ft + 10 ft)= 0 plf Floor = 54.0 po-f* -J-0'' ft/2+ ft)= 0 plf W2= 0 plf 71 ft A Start at X ft; End !-W,I at X=F73_, KOOf = 40-0 POf' OU;ft/2+ '�.Q"-,ft -0 Pif • Wall = 14.0 pef* P. ft + �b- ft)= 0 plf Floor = 54.0 ref' ft/2+ Cq ft)= 0 r1f M6= 0 plf T-, y6tiGft.Fieh6m (C C- cf, X. C3 1.00 1.00 1.00 LoAd F, E 00 1,00 1.00 1,00 K1= 1737 w.lk" K2 1048 112c, FF-, �-00 1,00 00 0o brgArca: 2.78 in2 Area: 1.65 in2 • Mmax=1 52159 jin4, Vma,=l 1757 Ibs Max Deflection(Y)= 0.55 in 2325 psi 0+L, Allow PefIctm(Y)=J 240 0.97 in. OK • E= 1.55 X 10^6 psi 285 pal GIU-lam Camber(y)==in(3,500 ft Radius) Uc n P'6�i�6rrl6s`A 4 Pro pir, quir 5ACT= E57.2 in' > 5REQ = Mmax F'j, 35.3 ill OK • AAL,= 17d = 24.5 in2 > ArEQ = 1.5'V../F'�= 9.1 in2.... OK I ACT= 400.2 jM4 > Ip 0 K EQ=Yact*l act/Yallow= 241.3 Provide:... 1.7 X 14 • WA1107\Enginecrir1,3\1107 Ffan 2710 5 of 42 • INNOVATIVE 29970 Technology Drive, Suite 204 U,=xt-7.- 5/22/2005 STRUCTURAL Murrieta, CA 92563 IM 08-1107 ENGINEERING (951)600-0032, (951)600-0036 Fax mpty,5 AN7-00 alea t'io�-** n 67• Z*"M �--p�? -r; ft �QQ.7i_CDC:%Iii 7 J., Dead(psf) Live(pefl A,(rf) Reduced Live Load(pcf) Roof ----20.01 'j20.0 47.3 20.0 Lr=Lo RIK2, K1= 1.00 K2= 1,00 Wall -21 Mp.0 0.0 0.0 6 Roof Pitch=1 f;� .4112 Floor 99.8 40.0 L=Lo(0.25+15/(Kil At)^0-5)) -j • i'oint'L•o"adti P1= 1048t 47e from 113eam'(7) P2= 0 1 bpo from at X2= at;X,3= 0.0ri ft P3= It7s from g-ft", Up Roof = 40.0 r5f* ft/2+ �ft) 200 plf Wall = 14.0 pef' + [771, ft)bjv: 12ro plf ft/2+ Mft)� 513 plf Floor 54.0 prf ffl,1900:�- l3earn Weight= 8 plf+ M= 847 plf ft End ft 9tart;atX= . at x= 7- 77. Roof 40.0 pwf ft/2+ ft 0 pIf rZT Wall 14.0 pef fr ft)=+ 0 r1f Floor = 54.0 rof 0 ft/2+ ft)= 0 plf W2= 0,plf • JfAr 1n.Q1&tHbutM1qsd- Start at X= 0 ft End at X=0ft Roof = 40.0 P0* ft/2+ 0 ft)= 0 plf Wall = 14.0 pof' -0 ft + ft)= 0 plf Floor = 54.0 .-.10. 11:ft/2+ 0 ft)= 0 plf W3= 0,plf • "A _`CF C- F 1.20 1.00, 1.00 L A, R, E 1D0 1.00 1,00 1.00 R1= 3071 1125, R2= 2423 1176 F, 1.00 1.00 IDO 1.00 brgArca: 4.91 in2 I Area: 3.58 in2 Mmax= 45192 in-lb. VMaX= 3071 Ibs Max Deflection(Y)= 0.041 in F,= 900 psi 1)+ L. Allow E)cflctn'(Y)=L/ 240 = 0.26 In.... od E= 1.60 x 10^6 • F�= 150 Pei Glu-lam Camber(y)==in(3,500 ft?aliur,) 5ACT= 49.9 in3 > 9rko = M.. Fj, 41.8 0 K • 2 2 0 K AACT= L761 32.4 in > A, in Eo = 1.5*V,,_/F, 25.6 ACT= 230.8 j,4 > I;ZEQ=YaCt*l act YaIIOW= 39.4 OK Fir� rovI _glaF 6 rode • • • W:\l107\Enqineering\1107 Flan 2TO 9 of 42 • GHt:- 13 9 111111AIIII 29970 Technology Drive, Suite 204 A i�c": 51221200e, • STRUCTURAL Murrieta, CA 92563 08-1107 sl ENGINEERING (951) 600-0032, (951) 600-0036 Fax • CC P, p 1'.1-0�p-:.....A,�..��IIPA-.--,. ---�4 4A 11'--W- A-WK flub- il "T 11110h BeamTaver Garage= s �_ 5pari{L)' L2025 ft ............... • Dead(Psf) Live(pF, ) (ef) Reduced Live Load(prf) Roof 6514.3 12.0 Lr=Lo K1K2, Kl= 0.650 1 K2= 1.00 Z Wall= F14.00 'z --ao 0.0 0.5-- Roof Pitch=P77:112 • Floor 32.4 40.0 L=Lo(0.25+15/(KI,Aj^05)) -j F1= -4000 be from Tnjmrfiejr- t Xll=FlT5 ft ft P2= from t'Q=F;070� UP at X3=F3= On, [be from Mft Roof = 32.0 pef-( ft/2+ 041 ft 112 plf Will = 14.0 pef'( ft + .-I ft)= 112 pif t,O�- Floor = 54.0 pef'( !0ft/2+ R. ft)= 43.2 plf Beam Weight= 44 plf+ Wl= 312 plf End at X= ft Start at X ft Roof = 32.0 p6f- ft,/2+ f 1; = 584 plf Wall = 14,0 pof- `107--.ft + I-TO. ft)= 0 plf Floor = _54.0 p5f- ft/2+ - ft)= 0 Of • W2= 584 pif lPartiali uniforift,vibtirilOdW toad.,!. 7777771 Start at X ft End at X=F---6 jft Roof = 32,0 pef*( ft/2+ m 0`-ft)= 0 pif Wall = 14.0 pef'( ft , 0 ft)= 0 plf Floor = 54,0 pof-( O ft/2+ ft)= 0 plf W3= 0 plf Aojqr e• f. F, 1.00 IDO 0.90 ]DO L, • E 1,00 1100 1.00 IDO Fzl= 9745 lbo' K2= 6450 lbe 1.00 TOO 1.00 IDO DrgArea: 15.59 in2 I Area: 13.52 in2 Mmax=l 691515 in-lb, Vmax= 9745 FI�-r, Max Deflection(Y)= 0.33 in F,= 2400 psi P+L, Allow Peflctn(Y)=Ll 240 = 1.01 in.... OKI E= 1.60 x 10^6 Psi F�= 240 Pei 5Acr= 11,1216= 043.1 ln3 > 6IFF0 = M,,_ F'b= 320.3 in'.... OK AACT= W = 185.8 1112 > AREQ = 1-5'V../F' 60.9 in2.... OK • I AcT= 6752.8 1,4 > IREQ=YaCt*l act YallOW-- 2167.1 in4., 0 K 417 V • • W:\11OZEngineering\1107 Flan 2710 10 of 42 139 21110 Technology Drive,Suite 204 ff_D� 5122/2005 STRUCTURAI. Murrieta,CA 92563 05-1107 IS[ ENGINEERING (951)600-0032,(951)600-0036 Fax 0 0 _n N 5. MAW 0 er 2 DCaie, on 16Q5 1 5ciornic Load on Beam '�2,TWiall Length: �o m 6f 2 it dFloor • Seismic: pof: fl. Sum: 14 ,5.164, (fU2) 4.497 To 5.00 • -0_00 Loll- - Pof N2) 0 10 9.25 "f• 114 0.k ft, (ft/2) 0 to Load= 0 to 61j- ft' _0- F*f' Shear(OE)= 4,497 ILI E 12,2-1 E.1,=Qo'GE = 15490 J ll,,,<--- LosO at Wall(E,h) 16,490 �Ibo Wall Height=�ft Moment Arm ft Down Force O.T.M. 107,923 ft-10 NY15 p Ara j ft Dead(F--f) Live(Pef) Ar(of) Reduced Live Load(pof) Roof eoM2.a 12,0 .00 OD Lr Lo R,P,. KI -0.00 1 R2 1.00 wall :0.0 OD Roof Pitch-I �_4? 1:12 Floor= 1141)x;* A-0,0 A 320 40.0 L-Lo(0.25+151(Ko A,)^05)) 17+;:,,+rootEoa ri= 1 5,535 J�h:from JCDC Load Caw 1605.4 ft; 1'2- b from _ t lff� J.Tdm�A X2-- 1 ft; F3= ftfrom -3- �Z, jatX3= ft • 1.20+05L= Roof= 24.4 psf,( 5 i ftJ2+ ft)= 65.4 Of 1.21)= Wall = 16h psf*( 8 ft + 70_jFj ft)= 134 Of • 1.21),0.51_= Floor = 55D pof*( LLj.6 J ft/2+ �ft)= 44 Of Beam Weight= 44 Of+ WIT= 308 Of Start at X 0 ft End at X= ,,,,13.5�ft, .12P+0.51_- Roof = 24.4 pelf' ft/2+ .,ft)= 445 Of 1-20= Wall = IrOb ft ��O ft)= 0 Of 0.1- ft)= 0 Fif g 1.2D+0.5L= Floor = 55.0 pof*( ft/2+ W2= 445 Of F.M.]uniforn,vitrikaddLoad:W577 -start at X= ft End mtx.=ft 1.2P+0.5L= Roof - 24.4 I's P,-qft/2, �fQ,,;= ft)= 0 Of 1.2v= Wall = 16.8 pef, ft +L_ .0-j ft)= 0 Of 1.2W+0.5L= -Floor - 55.0 p6f'( ft/2+ O. ft)= 0 Of • M= 0 Of • C 4P F, 1 1.00 1.00 0-90 1.00 E 1 1.00 1.00 1.00 1.00 91= ilrom The. JZ2 10025 !bq 100 100 1.00 100 15rgArca; 18.70 in2 Area: 16.04 ir12 Mmax= 928054 in-Io. Vmax= 11680 The Wi JH Values:-', r Max Deflection(Y)= 0.40 in F, 2400 Psi E= 1.80 x 10-0 psi • F 240 pe1 Glu-lam Camber(y) in(5_EM ft Radius) a L SA, 643.1 Ins > 5RED = M_ I Fe.= 429.3 A,,,= hd = 1163.8 1,2 > AREQ = 1.5 V in' OK I A,-,T=bd'/12. 65752.5 n4 I G LU-LA M V.k11071Enqinaaringk1107 Plan 2710 11 of 42 Skis ag IS[ 11111AIIII 21970 Technology Drive,Suite 204 Da 5/22/2005 STRUCTURAL Murrieta,CA 92563 08-1107 ENGINEERING (951)600-0032,(951)600-0036 Fax ei lon'2505.3.1 rn Deflection..- 4 Front of 2nd Floor Total Length of Shear Wall Segments Ke -4 • Load.v 11:16 x 1.4 425 ft rif • p— No6o -,iH& f-Wtii4n-Ties**,w W/&_.. '?n'q Posh P:ErCBC-5ecvowzw!1�3.2(EaUstion 2,34)- 6. = avhl Vh + 0,75 h e, + h d' z" (jr,2) �w. _ Area of Boundary Element Cross Section Vertical Elongation of Overturning Anchorage(In) • Elastic Modulus of Douritlary Element el a,Mail Deformation(in)-Table 2305.22(1): W/Fastener= 73.6 64 Common Nail at,Shear Wall Types 6,4,3,&2 (2 VZ'x 131') 1 • A=Increased a.by 0%at S.W.Types 6,4,3,&2 for 10d Common Nail at Shear Wall Type I -Non-Stru tural I Plywood (2 1/8"x.14&) 0.012 Nail Deformation(in)-Table 2305.22(1) Rigidity of Plywood(IV/in of panel thickness)-Table 23052.2(2) 055,24/0 Span Rating.(15/32"-5.W.Type 1.3/8"-All others) &DO.! Wall Height,(ft) • Maximum Design Shear(plf) Lengths(ft) .A "'`h Total Shear Wall In. Sup parting Beam Deflection per I6054 ACv, Deflection Amplification Factor Cd6xe Per Table 122-1 Importance Factor Per Section M.5.1 1%21 �4 Amplified--4o5V--S.W.Displacement Per A-5CE 120.6 r A� pik.AME 7-05.5potion 12.12 i-i-rift Occupancy C-F-�O-rY A 0.025 h.. Story Height Ift. ----j 72-4 in. 6. Story Drift is OKI • • • • WMIMAEnginecring\1107 Plan 2710 12 of 42 ,. 1510 • INNOVATIVE 29970 Technology Drive, Suite 204 MAR5/22/2005 • IS[ STRUCTURAL Murrieta, CA 92563 > # 05-1107 ENGINEERING (951)600-0032, (951) 600-0036 Fax P ..S.S• Ex- ``= .'Ll.3xxX,.^a9.�.J-✓'1 looPBe .•� • l+YY •%�^ Mp n.owri E; mCacltto _z s 10 'Dro °Be_a meat`front of`i'D'rch ` Load's Per 20w,0,�7,�CBG-16079`&=1607:tt€2 �" y " • Dead(psf) Live(psf) AL(sf) Reduced Live Load(psf) • Koof 200 2D:D 49.5 20.0 Lr=Lo R1IZZ, R1= 1.00 R2= 1.00 Wall= *. 14:0, "``0:0 7- 0.0 0.0 Roof Pitch= '4, :12 • Floor= _ .ry:14.0 . : `.400 : 0.0 40.0 IL=Lo(0.25+15/(KI AL)^0.5)) ft r k......._.. _ Pblivt l} ds m P1= =s: Q`'� .Ibs from ^:^ �° : .. .. t at P P2= :,0 Ibs from at X2=`"Qb ft r::-::. .- = at X3='.:;cl;,:ft _.. - - P3= ... 0 : ' Ibs from -�=��-;�. �r_ .:._.•� ~ ..' :, ... ;:: • a :...- ,. n ,orm. rstrt,ute ::oa.. . Roof = 40.0 psf `5 ft/2+ r1 ft)= 140 plf L R r Wall = 14.0 psf'( -t);, s ft + h"Osr;ft)= 0 plf Floor = 54.0 psf'( M'0.00.. ft/2+ ' °0 ft)= 0 plf Beam Weight= 5 plf+ W1= 145 plf Yartia?'llniform.Dlstriblited;LOad;W2 5tartatX TO ft End atX= ft r • Roof = 40.0 psf•( $D ft/2+ ) plf Wall 14.0 psf*( 0.,. ft + _`O. ~ft)= 0 pff Floor = 54.0 ref"( �D - ft/2+ ..0-` ft)_ O Of W2= o pff ft _. Partial UniforRt;=DiStribgteil Loai1 VJ3 -::' <= start at X= rp End at X= 6 ft • Roof = 40.0 psf*( a; ft/2+ i.O:•,,. ft)= O plf Wall - 14.0 psf*{ _,L0 ft + 0 ft)= O plf • Floor = 54.0 psf` ft/2+ 0 '=ft)= 0 pif • W3= 0 plf �,.t.�;+AiJJustmanlr Fac>!or��ss;{L�" • Fb 1.25 1.30 Wo 1.00 Loading ReSu[ttii`- -as' _ E 1.00 1.00 1.00 1.00 izt= 597 Ibs, R2= 597 Ibs F, 1.25 1.00 1.00 1.00 BrgArea: 0.95 in2 Area: 0.95 in2 • Mmax- 14768 in-lb, Vmax= 597 11bo • 71, Das,gn.Yal ues Max Deflection(Y)= 0.19 in Fk,= 900 psi D+L. Allow Defletn(Y)=U 240 = 0.41•in.... OK E= 1.60 x 10^6 psi • F = 180 psl Glu-lam Camber(y)==1n(3,500 ft Radius) • AM NWZActival5ectiMF,,o Raquircd.:Section.i'rnperties: t r. ....�_ 5Aa- 102/6= 17.6 ;n3 > 5RE0 _.. Mrs.. / F' 10.1 in3.... OK • AACT= bd = 19.3 in2 > ARED = 1.5'Vm../F',.= 4.0 in2.... OK Inc,= 4$-5 in4 > IREo=Yact`I act/Yallow= 22b in4„„ 0 K ;: r'a .+mlr v`".?:,M•..n ,•. X� W:\1107\Engineerin0\1107 Plan 2710 13 of42 • i • i A. '. • INNOVATIVE 29970 Technology Drive, Suite 204 sate: 5/22/2008 • STRUCTURAL Murriela, CA 92563 # 08-1107 • ENGINEERING (951) 600-0032, (951) 600-0036 Fax A,; -- . s Sim I S-i ortedWood. Bei m Calculation ZCar-G.arage:.Header F $pap;(L) 16.33; ft • 'Load5lPer 2007:GBC-16�JT9'r8,:16f?7:11`t2. .,` ':, a ` • Dead(psf) Live(psf) Ay(sf) Reduced Live Load(psf) • Roof= .'m20A 20:0 81.7 20.0 Lr=Lo R1R2, R1= 1.00 R2= 1.00 Wa11= 14;D .;y.` ., .0.0� 0.0 0.0 Roof Pitch= �-4 `:12 • Floor= ``v:14:0: `° '`4bA�. 0.0 40.0 L=Lo(0.25+15/(KN At)^0.5)) • a'a s PointLoads ;,-,s P1- 0 Ibs fromff-.; � _ - . _.r at X1= O:OM ft P2= 0 Ibs from . _;: , at X2= 0 0 ' ft_.P3= Oq Ibs from `~" r at X3= 0 0 ft • ,�'� =:Unf�orm.Dlribu�l;t"vad:W1 � ;;;,: . fi Roof = 40.0 psf'( _ .3� ft/2+ =.2 ft)= 140 plf • Wall = 14.0 psf• ft + D:= ft}= 14 plf • Floor = 54.0 psf' ft/2+ '0 0 plf _ Seam Weight= 10 plf+ W1= 164 plf • Partfal'Unifdrni;Dist€ibutei!l oad:W2 Start at X= 0-`- ft End at X= ft • Roof = 40.0 psf"( 10" ;ft/2+ 0 `ft)= 0 plf • „ Wall = 14.0 psf' ( 777 ft + ,D•:_<ft)= 0 plf • Floor = 54.0 psf'( O'_- ft/2+ D.. ft)= 0 plf W2= 0 plf • a=tiallUniform fJistributed'Load:W3 Start at X= 'O ',ft End at X= ft • Roof = 40.0 psf'( .• 0, _ ft/2+ E1�090�- W3ft)= 0 plf Wall = 14.0 psf'( Q: ft + ft)= 0 plf Floor = 54.0 psf`( Os ft/2+ ft)= 0 plf • _ 0 plf 5tment.Faetors • F� 1.z5 1.10 1.00 1.00 ; x, Ltiadlilg Rcsult5 - • F 1.00 1.00 1.00 too (Z7- 1335 Ibs, R2= 1335 (b5, 1.25 too 1.00 1.00 BrgArea: 2.14 in2 Area: 2.14 in2 • Mmax=1 65410 in-Ib, Vmax=F 1335 libr, g D' 8 Max Deflection(Y) • _....,�:';<..-�:x.;..e�i n.ValueS:�;.:':�. ::��•s�`;: = 0.39 in Fb= 900 poi D+L, Allow Deflctn(Y)=L/ 240 = 0.82 in.... OK • E= 1.60 x 10^6 psi • F = 180 PrA Glu-lam Camber(y)= 0.11 m(3,500 ft Radius) • $,:._���.s tiial Scctiori,.Pro`¢rCiiS'xw=-;� =`iJs :- •,� ,.,°Keq,uJr"ed Section Pro eritie5 �'.°� � , 5A'- bdZ/6= 73.5 ins > 5zEa = Mm. / Fb= 52.9 in .... OK bd 2Ancr= 39.4 in2 > AR in� OK • 1 ncr= bd3/12= 415.3 in4 > IFEo=YaC'Vl act/Yaliow= 200.3 in4 ... OK • PrOVIG�e r" , 1.:.- ��.4.... ,, :;X .. 2.. `r545Pougla5aFlwGrade • • • • W:\11071Engineering\1107 Plan 2710 14 of 42 r�Silo WA 1 IS[ INNOVATIVE 29970 Technology Drive, Suite 204 4Date: 5/22/2008 STRUCTURAL Murrieta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax eM Wind Lbad!-, SCE 05,.-, sq !a Strer.61.ff?6-6idn -�-Ri& Structure;: .1 Hz,,t • Structure Period,T Zfl f=1/T= 5.00 Hz > 1 Hz..... OKI • Basic Wind Speed (35-Gurpt),V -.85". 'j-*_*. mph Figure 6-1 13uilding Occupancy Category Table 1-1 • Wind Importance Factor,Iw= 1.00 Table 6-1 • Exposure Category Section 6.5.6 • Mean Roof Height,h 20 ' ft • Building Length,L 44 ;7 ft Figure 6-6 Building Width,13= Aa- ft Figure 6-6 • L 5= 1.10 Figure 6-6 • h L= 0.45 Figure 6-6 Roof Pitch= F7-4-71 :12, 0 13:4 degrees Topographic Factor,K.,= Cp 5ection 6.5.7&Figure ro • Velocity Pressure Exposure Coeff.,Kh= 0.62 Section 6.5.6.6&Table 673 • Directionality Factor, Kd= :-"-'0:55--T Section 6.5.4.4&Table 6-4 Gust Effect Factor,G 0'.8 5ection 6.5.L Enclosure Claesification 'Enc05ea' 5ection 6.5.9 • Roof.Velocity Praigoure,qh a oZ= 9.75 pof q=0.00256 KhK,KjY%5ect 6.5.10 • External Coefficients=Cp-'Figure 65-6 • 5ection 6.5.12.2.1.P= qGCE - (GCj) Internal Coefficient=Gcpi - Figure 65-5 + Internal - Internal Windward Wall Pressure, P=qhG*(C,= 0.80 ci,'(G0 •= `�O-1143714. 4.87 - & 8.343 pof 2 Leeward Wall Pressure,F=qhG*(C,= -0.48 :0 .1,qh*(C7Ci= 118�4� -5.73 & -2-22 pef Windward Roof Preroure,P=qhG*(C,= -0.02 ) - qh*(C-Ci -1-93 & 1.58. pef P=qhG*(C,= -0.47 -5.65 & -2.14 pef • (D Leeward Roof Prce5ure, P=$G*((,' = 0.57 qh.*(6,0= Q15=— -6.47 & -2.96 pef 131 y h,=Mft • 3 x h2= ft hi= ft hr h, 2 cz => y.,.e qp. 2ne.1 Fir Windward Wall,F111h2/2= 36 plf 2.nd Fir Leeward Wall,P2*h2/2= -24 plf • Wind Roof(P65),'1.3*(hr-hj-h2)= 4 plf P10 Q0 (sp I r) • h 1 Wind Roof(Nco),P3*(hr-h,-h2)= -16 Of -39 plf C=>W Leeward Roof,F'4*(hr-h)= -15 If -45 plf -783 ellf-11,1 --74_j plf lot Fir Wind Will,Pl*(h2/2+hl/2) = —71_lplf lot Fir Lee Wall, F>2'(h2/2+hl/2) -49 elf • q Bare.Wind Fiii —e • T It L2 SEINNOVATIVE 29970 Technology Drive, Suite 204 7 00, 5/22/200.5 STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951) 600-0032, (951)600-0036 Fax .. Earth cake L Oad Ana1y5i5 at 2=5torjj Bullcling ` ..-. .... � � = • Proposed Project Location: City of Lake Elsinore, California Latitude,deg Longitude,deg Governing Code: 2007Ca/lfornia Building Code(COC) � 337056,•. :W ' Z117.3227 . a5oil5 Report: AibDo-Keefe Job# 1216.02 Dated# 24-Jun-08 • k 3=' �artha�uake DeSigi°per"Chapter 16 of 2007=CBC&R5CE7 � y: �' H.a a -t•.., t-_:- • �.� _ _�-•. �: • ;�-�.:��::�: :•11� ;;�:• rt gua,.e: egign;�Patameters,, ._..:•���-: = Roof= , 20 psf 5ite Clary= D Per Table 1613.5.2 • Wall= `%.4 psf Short Period 5.A.,5r,= >=J,50e;�' U5G5 • Total 2nd Flr= 30 1pcf 15 Period 5.A.,51= D'60 U5G5 Floor= ='4_.'<w psf Site Coefficient,F,= 1.00 M Table 1613,5.3(1) Wall= 20Y.,' psf Site Coefficient,F„= 1.50 Table 1613.5.3(2) Total 1st Flr= 34 psf 5me=F,5,= 1.50 EQ 16-37 • Total Weight = • 64 oof 5m,=F,,5,= 0.90 EQ16-38 - 5m=2/3 5me= 1.00 EQ 16-39 51),=2/3 5m,= 0.60 EQ16-40 • 5ei6mic Design Category= D 1613.5.6(1)&(2) h Vf Height of Building,h„= ';.2000•' ft Response Modification;R= ",6.50 Table 12.2-1 . h Importance Factor,le= 1.00 Table 11.5-1 • I Occupancy Category= ': =II T' Table 1604.5 • tEa�u�valent Lateral;ForGe 2,8&2QD7. a 56smic Design Parameters per 5oile Report as provided � •n �-§ a s'F.-o-.-.f. r._ :•J 3. .'"Fs��i�,'"''•.-^� sa Tables listed above are located in Chapter 16 of Governing Code • V=CsW Aprvxisnate Fundamental P 00"Ell,128 21 :F� Cs=5ps/(RA) = 0.15 C, = ._ O:(? Table 12.5-2 • C5=5p,/T(R/I)= 0.49 Max x= 21 15 Table 12.6-2 • C5= 0.01 :Min T=C,(h Base.5hear,V= 9.85 psf Long Period Trans,T,_ -12 Figure 22-15 Allow Stress V/1.4 7.03 psf • (5ect.12.3.4.2).p_ 1.30 Rho ` 1 crtical Dj"- bu i6mif 1"or e; er 5e6Cion 12:8;''. _ m. _ - Eh=p Qe 9.14 psf Wi hi Wihik EWihik 'Fx(p5f) EFx(psf) Ev=0.25�D 3D _-i7 � 510 510 5.84 =Roof(Vr) • 34 8 5 259 r799 3.31 ,3`31. =Floor(Vf) 0 799 0 914 =Base(Vr+Vf) • 'tFx=C, V Cvx=Wihi /fWihi • k=1.0 W:\1107\Engineering\1107 Plan 2710 16 of 42 w � r —it: W1 a INNOVATIVE 29970 Technology Drive, Suite 204 �L�ate 5/22/2005 • STRUCTURAL Murrieta, CA92563 # 08-1107 • ENGINEERING (951) 600-0032, (951) 600-0036 Fax Wood shear Wall DeSi :f7 f er GBG-Table_230b.5; • r•.1 w -= _ ._, _ :Left of 2rld F(oor • c�+t�s;'.` `+i ;;...:� � _ �Total Length of Shear Wall Se memy 1F� r..-¢ t+ aSeim�ctiLoad • Load pof x 543.5 :ft x _40u ft/2 = 4497 Ibs 5 Load= O.QO psf x ;D ft x �._ b, ft/2 = 0 Ib5 ! _ / - Ib5 Load pef x -,0 .ft x _-4 .. ft 2 O ! 2 O lb5:Load= 000= 5f x �u�,.,"rQ - ft x ! r..~ . .... P ,Q,y: ft/ Load= DsQO=. p5f x ;, ft x ._ p ft/2 - O Ib5 _.dze� • Load = YO00 psf x ��. ft xD=s; ft = O lb 5 ! Total 5eiomic Load= v _r'4497- ,`_ Ib5 • Load = 83=: plf x -40r ft /2 = 1660 I1b5 . Load = �� D plf x C ft 12 = 0 Ib5 Load = °°Q plf x 0`--- ft /2 - 0 Ib5 Load = =-D Y plf x Q= � ft - O Ibo S Total Wind Load = n166D Ibs • `��..:k � a Segmented Shea�Wa(I�C eck•pe�C Ta>�le 2306.4:1 i " Reduced by 2w/h per `ype V(b. ota tW dth(ft) per. ": Iloy p�,� Type • CBC Table 2305.5.4 5ei5mic 4,497 10.00 251 000 2 • as applies Wind 1,660 16.00 104 600 2 . 5trap at WdwlDoor N WDW Hght O ft Aspect Ratio 0.4 :1 • ;�, j3, �Ye 8he4rWail En� PaSt&;Hoidawn Deign �i;h �Worst GaSe WaII a.. Shear Load at Wall= u 4497,r Ib5 • Heights 8 ft` Overturning Moment(O.T.M.) = 35976 ft-117 ! Width = ' µ19.:5' = ft Resisting Moment(R.M.)= 38405 ft-lb • Tri6 Dead Lnad on Wafi ; O.T.M.- 0.9 R.M. _ 1411 ft-Ib ' 'Roof= Uplift= 72 Ibe • Wall= 8 . ft Uplift from Shear Wall Above= = ' 0 `y Ibs • Floor= �D ft/2 Total Uplift= : a; 72s� Ib5 • Provide: No Floor to Floor Strap w/ No Post Provide: No Foundation Holdown w/ No Post • Diapli-ra-gmtress,D,9 Collec ars&Top Pate sign • Total Lateral Load,V= 4497 lb Top Plate 5treas= 117 plf Length of Diaphragm,L= ,,.;,38.5 ;T ft Top Plate Drag Length= 11 ; ft Diaphragm 5treoo,v=V/L= 117 plf Top Plate Splice Load= 1285 Ibs Length of Shear Wall Line,Lw ft Provide: C516 ! Hardware Spacing = -45 O.C." • W:11107�Engineering11107 Plan 2710 17 of 42 • • • �5ht W 1 INNOVATIVE 29970 Technology Drive, Suite 204 t?a e 5/22/2008 STRUCTURAL Murrieta, CA 92563 :' 08-1107 ENGINEERING • (951) 600-0032, (951) 600-0036 Fax -- Perforated Shear UValf Design w/ Force Transfer ' „ Around 0(�enln/�5 Iffi Gou !ed Beam Anaio/�\ Per 23D5 3 81b 11 of grid`F166.r _ .... • V,shear= s= gq,49: r Ib5 • m , SheCr.Wal{Dlmen6ion5 . �a�B�G S.W.Width,A— I8'- : fG.. • 4 � ., ul I vu v 11 o C= Z.6 ft • y D=r--27- ,1wftft n x wF= 67`a.ft • H= :$ ft • 1V x W- 19 ft • I=D+E/2= 3.33 ft J=A+13/2= 9.5 ft • L1 =C+15/2= 9.5 ft • 0=D+E/2= 6.33 ft • � , iZeSu(t5 " • Provide Type 2 5hear Shear Entire Wal[with C516 Above&Below Opening • K=V'[A/(A+C)]= 2249 Ib5 III I T Y=K"I/J= 788 ibo . X=Y"J/I = 2249 b5 . If • - Iv } • I 7=[(Y"13/2)/D] = 889 1,5 • o Y� I �Y ul= T/(13/2) = 593 plf Gover•r5 Shear Type • • • W:111071Eneineering11107 Flar 2710 18 of 42 • lw Z� S — - I < I • II Z= [(K*(E/2))/A] = 562 Ibe W= [(K*(E/2))-(Y*A)]/A= -226 Ib5 uaa = K / A = 251 plf . Y • J —� J = K-T= 1560 Ib5 11 J/A= 170 plf �uj Z1 Q=[K*(E/2)/A] = 562 Ib5 • P = ((Y*A)+(K*(E/2)))/A = 1550 Ib5 u,v= K/A = 281 plf • I K } t� �I D=V'H/W= 1893 ibs • N = ((D-A)-(P*A))/F = 1628 Ib5 v � L R=((Q*A)+(N*F))/A= 1105 Ib5 1 D E v M -((K*F)+(Q*A)-(R"A))/F = 621 Ib5 Provide C516 5trap • b— A uv= N /A = 205 pIf • T�I A��— L= K- N = 621 1 be • R Y �I u,;;= L/(B/2) = 414 plf • LI �{ K=V*[CI(A+C)] = 2249 Ib5 . — vi I vI I I Y= K*0/L1 = 788 1 b5 ~ ` — —X_Y*L1/0— 2249 Ib5 0 Ix • K • • • • W:\1107\Engineering\1107 Plan 2710 19 of 42 ' T= [(YI3/2)/1)] = 889 Ib5 T/(B/2) = 593 plf Governs Shear Type Y TZ K w; Z= [(K'(E/2))/C] = 562 Ib5 i Ix W= [(K"(E/2))-(Y`C)]/C= -226 Ib5 vix= K/C= 261 plf • c�Y J . J = K-T= 1360 I175 �- VIII • r vy„ = J/C= 170 plf IG Z lJ • K Y� • x Q- [K'(E/2)/C)= 562 Ib5 • —AL P= ((Y'C)+(K'(E/2)))/C= 1550 Ib5 lc� K I= ux= K/C= 281 plf • f�_ P� K M • f xl D=V'H/W= 189 5 3 Ib • ��FR N = ((D"C)-(P`C))/F = 1628 Ib5 • N u K = ((Q"C)+(N'F))/C= 1105 Ib5 c�1 M = ((K'F)+(Q'C)-(R'C))/F= 621 Ib5 • uxt= N /C= 203 plf • I_M L= K- N = (521 I175 FR v)a„= L/(13/2)= 414 plf W:\1107\Eneineerine\1107 Plan 2710 20 of 42 5ht: W 2 29970 Technology Drive; Suite 204 Date' 6/22/2008 INNOVATIVE gy s . STRUCTURAL Murrieta, CA 92563 #r 08 1107 • ENGINEERING (951)600-0032, (951)600-0036 Fax T� f?er�GBG; bet .1, • �. _. ,„fi;�.'^� �i t, .�^`v ._: -::.. -...ux�x:?u, e�-xi�. .aa3x" svaus9.3: � 3 ;3 RI �!�Q�211d LIDO Leg f 5hear Wall 5 g ent5 _.. .x 9..a 2 _ Tot I n th o e m 16 ' _ Seismic E oad 8 Load= r 5$4- psf x 38 5' ft x 4-401, fti/2 = 4497 I be 8 Load= 0 00 �A pof x 0 ft x Q ft/2 = 0 Ib5 Load = "O.DO_:.,F paf x -D ft x Q.-_;. ft/2 = 0 Ib5 Load = =D:OQ pof x =0'' ft x ` O '= ft/2 D Ib5 Load D0 psf x ."y0." ft x O"-�: ft/2 0 ib5 _ - O Ib5 Load = 0.00 prf x ,n„ 4 ft x Q z: : ft Total Seismic Load= F497 = Ib5 Wind Load- - _ • Load= 83 plf x 40 ft /2 - 1660 Ib5 • Load = =0 plf x rye 0 .- ft /2 = D Ib5 n, :::: ft /2 D Ib5 Load = :D:p plf x • Load plf x0 z : ft = D Ib5 Total Wind I-oad = 1660 = Ib5 Segmented 5hearWall CheckperGPr able2306.4.1 "Reduced by 2w/h per -E,. MIA ltal'iidth (.ft) ..(ply) ,aall4t� ( f. ype • CBG Table 2305.3.4 5ei5mic 4,497 10.00 251 600 2 • as applies Wind 1,660 16.00 104 600 2 Strap at Wdw/Door N WDW Hght : O " ft Aspect Ratio = 0.4 :1 MR may Shear Wall rnd Post&`Holdown I�rS n � Wor�t-Caesa Wfl 5hear Load at Wall= Ibs Height= _- Ss: ft Overturning Moment(O.T.M.) = 35976 ft-lb Width= :�`19 5: ft Resisting Moment(R.M.) = 38405 ft-lb r l D ad'to d n Ll+al :: O.T.M.- 0.9 R.M. - 1411 ft-lb • Roof= ft/2 Uplift= 72 Ibe • Wall = h m8 ft Uplift from 5hear Wall Above= O Ib5 Floor= �tD ft/2 Total Uplift= .72 ib5 • E" Provide: No Floor to Floor Strap w/ No Post • Provide: No Foundation Holdown wl No Post Diaphragm Stress,D CoElcCtore+& ,op Plate Design Total Lateral Load,V= 4497 lb Top Plate Stress= 117 plf Length of Diaphragm,L= : -�38,5` ' ft Top Plate Drag Length= 9` ft • Diaphragm Stress,v=V/L= `Y 117 _ plf Top Plate Splice Load = 1051 Ibs Length of 5hear Wali Line, Lw = < ;, 3$.5.;=_ ft Provide: C516 Hardware Spacing= 45 "O.G. W:11107\Engineering11107 Plan 2710 21 of 42 • ? ht W 2 INNOVATIVE 29970 Technology Drive, Suite 204 Date 5/22/2008 ' STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING f # • (951) 600-0032, (951) 600-0036 Fax 4 Perfo ated 5hmear Wall Deign wl_ orce Tr�nSer RF Around fpenirig� Goupied Beam Analogy f er 23C75 3.81 • � - =-.0 _ ..,}.. -2 ni =-_ - - -- 4`=�,Rif//j�htYof 2rld=Floar • V,Shear= :: = gh9.7 • ., - A G S.W.Width,A= mg`; ft • V B— 5;- ft inI I V11 Au o C= : ��B ft • D= i 33t_ ft n Ix E= %~� ft • 2:67 = ft w F= � Iv I x H= 8 ft • W= 19 ft v vl xu xi I =D+E/2= 3.33 ft J=A+13/2= 9.5 ft . L1 =C+13/2= 9.5 ft • u 0=D+E/2= 3.33 ft pull • Provide Type 2 5hear • 5hear Entire Wall with • �J� C516 Above&Below Opening • x K=V'[A/(A+C)] = 2249 lb5 • III I `Y Y= K'l/J= 788 Ibs 1 X=Y`J/1 - 2249 Ibo • I • T • —1 T=[(Y-E3/2)/D] = 859 Ib5 O 1 I u, = T/(B/2) = 593 plf Governs 5hear Type • • • • • W:\1107\Eng1neering\1107 flan 2710 22 of 42 • • • �w zj T II Z= [(K*(E/2))/A] = 562 Iby • W= [(K*(E/2))-(Y*A)]/A= -226 Iby uii = K / A= 281 plf �yY • J • `—� J = K- 7= 1360 l b5 III .- • u,, = J /A= 170 plf • 1LUz; • 1Y • J � Q= [K*(E/2)/A] = 562 Iby ,} Iv P= ((Y*A)+(K*(E/2)))/A= 1550 16o • V 1 _ UIV K/A= 251 plf • T� �K Q� • • l� Q D=V*H/W= 1895 Iby • N =((D*A)-(P*A))/F = 1628 Iby e VLL R = ((Q*A)+(N*F))/A= 1105 Ibe • 1 D M = ((K*F)+(Q*A)-(K*A))/F = 621 Iby Provide C516 Strap • u = N/A = 203 plf • • �I L= K- N = 621 ib6 �� W L uv = L/(3/2) = 414 plf • s L • LI� • �_ K=V*[C/(A+C)] = 2249 Iby • I VII VIII Y=K*O/Ll = 788 Iby • � W X=Y*1-1/0= 2249 Iby 0 • Ix • Yt • • • WA11071Engineering11107 Plan 2710 23 of 42 • • v I vll u�i= T/(5/2) = 593 plf Governs Shear Type ll l • 1Z < Wi Z= [(K*(E/2))/C] = 562 Ibs x W— [(K*(E/2))-(Y*C)]/C= -226 Ib5 • < uix= K/C= 251 plf Y • I J = K-T- 1360 $o u,n„ = J/C = 170 plf Sz� wl G • K Y� s � • x Q= [K*(E/2)/C] = 562 Ib5 • I + P = ((Y'C)+(K*(E/2)))/C = 1350 Ibs 10 F ux= K/C= 281 plf • { �Q-K F f • y xl D=V*H/W= 1895 Ib5 R N =((D*C)-(P*C))/F = 1628 Ibs •. u R=((Q'C)+(N'F))/C= 1105 Ib5 c----I M = ((K'F)+(Q*C)-(R'C))/F = 621 Iby ux, = N/C= 205 pif _r-1 • L= K- N = 621 fbs • R X11 I R ux„ = U(13/2) = 414 plf • WA1107\Engineering\1107 Plan 2710 24 of 42 W 3 INdtVATIUf 29970 Technology Drive, Suite 204 `� ltee 5/22/2008 STRUCTURAL Murrieta, CA 92563 F # 08-1107 Er4GINEERINU (951) 600-0032, (951) 600-0036 Fax x - V►lood shear 11UailYDeS�gn Per GBC��Tabl'e}23063Li • < _. ...tr ...k,.^ ^'�'-.�d+r cu..L$ri:.. ""aAA:•=az4^r.d��aefi' F.M -Y.;.�af Yi,m m_ ^F — -x e::e'�.+w,=1.�.". Rear of grid Ffoor`, _ e Total Length of 5hear Wall 5egment5 j4.5 5e IiLoad� 1�5 • Load 5 8.4 p5f x ,--0 i=ft x : 38.5 x ft/2 = 4497 1bs Load= 0:00- p5f x `0 ft x 0, ft/2 - 0 Ibs Load = .O.00. p5f x - -0""'t ft x _'O. Ft/2 - D Ibs • Load = DiOD pyf x I ft x i0 ft/2 - D lbe Load = "O.OQs p5f x ..0` ., ft x O ft/2 = 0 !b5 _ .: _ Load -0:0(1 pax 0, ft x ,D ft 0 Ibe Total 9ei5mic Load = 4-49T lb5 ar NOW Wittd LoarE • Load = r:83 $" plf _ x 385�'. ft /2 = 1598 lb5 s �� _ -- _ Load = °"�,,O:# plf x �i.�0.� ft /2 O 165 ` - f_oad = �� 0,� '"•' plf x O ft /2 0 Ibs BE - ,. • Load plf x ,k ft - O 160 Total Wind '_oad = 1598 Ibs � merrted Shear►Nall GEC ck per G G Table 23a6.4�1 Reduced by 2w/h per Type 1074 T I With"ftI§'+ 0 M,(f ,allow( ')� Type • C13C TaHe 2305.3.4 Seismic 4,497 14.50 310 350 4 a5 applies Wind 1,598 14.50 110 260 6 • 5trap at Wdw/Door= 7=N ll` 0 WOW Hght= , - , ft, Aspect Ratio= 0.6 :1 ':P Holdown'S`T'(t « Wa 1=ncEost&' * ,,_z-Worst Case 1Naf1:-- Shear Load at Wall- _ �497 Ibs Height= . .. ;$:; :- ft Overturning Moment(O.T.M.)= 55976 ft-lb Width= _145 � ft Resisting Moment(R.M.)= 52773 ft-Ib ;��. ;Tib,D a�1 Load�ori Wali �` ';_ O.T.M.- O.9 R.M. _ -11519 ft-lb Roof= 39 .ft/2 Uplift= -794 Ibs • Walt= �8 ft Uplift from 5hear Wall Above . Floor= ""O. _ ft/2 Total uplift Ibs x - Provide: No Floor to Floor Strap w/ No Post • Frov;o:e: No Foundation Holdown w/ No Foot • Diaphygm 5tre59,f)raCalrs Top.Plate 17e5ign Total Lateral Load,V= 4497 lb Top Plate 5tre5y= 112 pff Length of Diaphragm, L= =4(57 ' ft Top Plate Drag Length= 18: ft Diaphragm 5tre55,v=V/L = 112 plf Top Plate Splice Load= 2024 Ibs Length of 5hear Wall Line, Lw = ;-.:�I{}• -•,ft Provide: 2-0516 Hardware Spacing = 47 "o.c. WA11071Engineering11107 flan 2710 25 of 42 • OhG W 4 INNOVATIVE 29970 Technology Drive; Suite 204 Date: 5/22./2008 ! STRUCTURAL Murrieta, CA 92563 `, # OS-1107 ENGINEERING (951) 600-0032, (951)600-0036 Fax -d - ! e s xr ;� • , Wood ShearWaIINDelg�lt'erCBGTable 23Q3}1 ar 2nd?olo it `t f r Wall 5 g ent5 T Length o Shea e m 14�25 ` seismic Load 5 • _ a+ °"s':?,� ..'—�;+..'��5••=: �`:ab`.�E+��1sx%v°.. f'tsr-:fit w Load = '.5:84 '13t psf x 4.0 ft x 36.5 ft/2 = 4497 Ib5 9.25 • Load= O 00 psf x Y 0 ' ft x 0--•. ft 12 = O Ib5 Load psf x t3" ; ft x D`w::: ft/2 = O Ibs Load = Q(JQ'= psf x Qw. .; ft x 'D.' ft/2 O Ib5 Load = - DDO psf x 0_ ft x O -- ft/2 = O lb5 • Load = DOD _ pax -0 a:ft x `D ft - O Ib5 Total 5ciomic Load = 4497.' Ib5 • Load = 3 plf x 38,'`5 ft /2 1595 Ib5 Load= mQA Of x :£�O ft /2 _ D Ib5 • Load= _- -D_ 0 ft /2 — O Ib5 plf x .� Load = =:.D^ plf x 'Os ft = 0 Iba • Total Wind Load = z'* 1598 Ib5 _ _ 5egmerrted 5hear.Wall.Checl .p �� ,.,�>�k •�_,�� �,. .. . • " Reduced by 2w/h per T pM WISM T`ota#thlidth (fi s 7,(I<l ) s N p . CDC Table 2305.3.4 5ei5mic 4,497 14.25 316 600 2 • ae applies Wind 1,598 14.25 112 600 2 Strap at Wdw/Door , ' N WDW Hght 0' ' Aspect Ratio= 0.4 .1 � I¢ hearlNall l=nd<f?o5t&Hofdown DeSigrt,cF= ',:�� T I=; Worst Case`Wall4 r a 5hear Load at Wall s 44zJ 97 Ib5 Height= : :..8=- ft Overturning Moment(O.T.M.)= 35976 ft-lb Width = x ;=a.9.5=w ft Resisting Moment(R.M.)= 95443 ft-Ib >. o"o"tfr Ei D ad. ada n.:;VJaII;. O.T.M.- 0.9 R.M. _ -49922 ft-lb • Roof= t:39 :M ft/2 Uplift- -2560 Ibs • Wall= 8 ft Uplift from 5hear Wall Above= O Ibs Floor= O ft/2 Total Uplift= -2560 ':`� Ibs Provide: No Floor to Floor Strap wl No Post ! Provide: No Foundation Holdown w/ No Post Dip agm S�tre ,Drag Co11 cto� &ToP �O 1 h • Total Lateral Load,V- 4497 Ib Top Plate 5treoo= 112 plf • Length of Diaphragm, L = _2�40 -- ` ft Top Plate Drag Length= w 12 ft Diaphragm Stress,v=V/L= 112 plf Top Plate 5plice Load = 1349 Ib5, Length of 5hear Wall Line,Lw = .40,ry _ ft Provide: C516 • Hardware Spacing= 47 "O.C. ! W:\1107\Engineerir6\1107 Plan 2710 26 of 42 M • O L` 5ht W 4 INNOVATIVE 29970 Technology Drive, Suite 204 Date: 5/22/2006 ' STRUCTURAL Murrieta, CA 92563 # 08-1107 ENGINEERING _ - (951)600-0032, (951) 600-0036 Fax . r, xf;erForatedr5h ar Wall De5igrl w/ Fo'rce T ar rt'Serw; around 0 entn" 5 Gou !ed Beam Analogy Per¢23Q5 3 EJ Sr f 2nd�F[oar V,5hear . _....:. !�`�:� Shea a�c S.W.Width,A �15 ft v =5 ft Ifl I VII will p C= • 925,.ft D= ft 133y:` w F= k2.67 ft S H_ .......5 .. ft IV x W= 19.3 ft ✓I xn XI I, I = D+E/2= 3.33 ft J =A+13/2 = 7.5 ft L1 =C+B/2 = 11.8 ft - 0= D+E/2= 3.53 ft IZG5UIt5` ' . Provide Type 2 5hear Shear Entire Wall with • C516 Above&Below Opening K=V*[A/(A+C)] = 1578 Ib5 • Ili �i" Y= K*I )J = 701 Ib5 X=Y`J/I = 1578 Ib5 I. < 5/2 T=[(Y*13/2)/D] = 1317 Ib5 • I I ul = T/(13/2) = 527 plf W • W:\11071Erlgineering\1107 Plan 2710 27 of 42 e • }w z� e I Y Z= [(K"(E/2))/A] = 631 Ibe w II W= [(K'(E/2))-(Y'A)]/A= -69 Ibe uii = K / A= 316 plf e a� Y `e J J= K-T= 261 Ib6 e III T,. u,,, = J/A= 52 plf fw�z • b-A Q= [K'(E/2)/A] = 631 Ib5 e I`i P= ((Y'A)+(K'(E/2)))/A = 1352 Ib6 e UIV= K/A = 316 plf • `< Q �o-4 e - s p • K �� m D=V'H/W= 1869 Ib5 • N = ((D'A)_(P'A))/F = _ . 1006 Ib5 • K= ((Q'A)+(N'F))/A = 1168 Ib5 TM = {(K'F)+{Q'A) (K'A))/F = 572 Ib5 Provide C516 Strap • �A� uy= N /A= 201 plf e 512 e �1 • L= K- N = 572 Ib5 • R L/(5/2) = 229 plf E • e x K=V'[C/(A+C)] = 2919 Ib6 vII vI II Y= K'0/L1 = 827 Ib5 Y• X=Y'L1/0- - 2919 Ib5 O eIX • e K Y� • • W:111071EngineeringU107 Plan 2710 28 of 42 • T T= [(Y"8/2)/D] = 1555 Ibs —� T/(1/2) = 622 pIf Governs Shear Type ty �Z K J t Z=[(K"(E/2))/C] = 1168 Ibs Ix W [(K`(E/2))-(Y'C)]/C= -196 fbs +s �K -1L v,X= K/C= 316 plf • G�Y • J J = K-T= 1364 Ibs J/C= 147 plf I z K LU G Y x , Q= [K-(E/2)/C] = 631 lb5 f= ((Y-C)+(K"(E/2)))/C= 1455 (bs 1 • Q pl uX= K/C= 316 plf 4Q I' f K t R xl D=Y'H/W= 1869 Ibs• �^ �- N=((D`C)-(P'C))/F= 1422 Ibs • N fi U 9=((Q'C)+(N`F))/C= 1042 Ibs G�{ M=((K`F)+(Q'C)-(R'C))/F= 1497 fbs up= N/C= 154 plf • B/2 • _M L= K- N = 1497 Ibs • LL R I XII TR uxu= L/(B/2) = 599 plf W:\1107\EngineeringN1107 Plan 2710 29 of 42 W 5 IN N Q VAT IV E 29970 Technology Drive, Suite 204 Ua r 5/2212008 STRUCTURAL Murrieta, CA 92563 ' 08-1107 ENGINEERING (951)600-0032, (951) 600-0036 Fax ffi_ � Shea Walia)e On ;Per CBC Table 23Q6 31 Front of 2nc# Floor- Total B-=- - . _ ....::_ W -.. Total Length of Shear Will 5egment5 1475 75 6 Load= = 584 - p5f x --1,.'40.1 ft x 38 5 _ ft/2 - 4497 Ib5 8 Load= O.DO" p5f x 0=:":' ft x `D .. ft/2 _ 0 Ibs Load = p5f xO '° ft x 0 ft/2 = 0 1b5 a '. Load = : `Q7 p5f x 0 ft x ~UAL ft/2 = D Ib5 • Load 70.B0."= p5f x ft x ':T0'- ft/2 W 0 Ib5 • Load = ' O:OQ;..: p5f x :O ft x O '; ft = 0 Ib5 Total Seismic Load Ib5 • , :.-."- ;� . " Wind•Load • Load = 33 plf x 38 5eJ ft /2 = 1598 Ib5 Load = D plf x D ft /2 - 0 Ibs Load = O-" plf x ft /2 = 0 I105 S Load = 0 pif x a '# ft = 0 Ibs Total Wind Load Ib5 • �+ Seg ------------- eaW1 men rabig 23D6:4: • " Reduced by 2w/h per 9M(fir . v MB9 11 • C13C Table 2305.3.4 5eismic 4,497 14.75 305 600 2 as applies W;nd 1,598 14.75 108 600 2 Strap at Ww/Door Aspect Ratio 0.4 :1, • :�_a: Shear Wall End;Post&Holdown DeSjgn Y x Worst Case Wall _ Shear Load at Wail Li497� ' Ibs Height= Overturning Moment(O.T.M.)= 35976 ft-lb ft i _ ; Width _ , 19.5 r; ft Rcoioting Moment(R.M.)= 9544ft-112 D a_d Load�bn Wall _`i O.T.M. - 0.9 R.M. _ -49922 ft-lb Roof ft/2 Uplift= -2560 Ib5 . Wall = 5,;--z ft Uplift from Shear Wall Above= O _ Ib5 • Floor= s Or. ft/2 Total Uplift= =2560" Provide: No Floor to Floor Strap w/ No Post • Provide: No Foundation Holdown w/ No Post DiaphYagm 5tre5 ,°D„raglleetors&<1 f Eate deSEg n Total Lateral Load,V= 4497 Ib Top Plate Stress= 112 plf • Length of Diaphragm, ft Top Plate Drag Length = 12 ft Diaphragm 5tre55,v=V/L= 112 plf Top Plate Splice Load = 1349 Ib5 • Length of Shear Wall Line, Lw = h `4D',?. ft Provide: C516 Hardware Spacing = 47 "o.e. WA1107\Engineering\1107 Plan 2710 30 of 42 • ? 5hti W 5 INNO VAT IyE 29970 Technology Drive, Suite 204 Da 5122/2008 • STRUCTURAL Murrieta, CA 92563 # 08-1107 ENGINEERING #���� (951)600-0032, (951) 600-0036 Fax - �� PerForated 5f�ear 1Nalf DeSlgn.wl Force TranSf nal00y, Per 2305 WI.- W .it -� ;Z�ZiTtll.. T......1�F•+.i'a M ._..... I.:Jr'SSi.a _;:.. �e. -'N ...... 2ndtrFloor Efev P;- • V,Shear ..m=� Shear Wai[17Emenaion5�,_ • a 5 —�� 5.W.Width,A= ` 6.75� ft B= ? 5 ft u� i Vi vin 33- ft n ix E=a _4 ft = F= 2. 7; ft • IV x H= 8 ft W= 19.6 ft • v vi xn xi I = D+E/2= 3.33 ft • J = At13/2= 9.25 ft +� U =C+13/2= 10.5 ft DI 0=D+E/2= 3 33 ft �E5U1t5 Provide Type 2 5hear • 5hear Entire Wall with C516 Above&Below Opening K=V"[A/(A+C)] = 2058 Ibs Y=K'I /J = 741 Ibs X=Y'J/1 = 2058 Ibs II IY } T=[(Y`13/2)/D] = 1393 Ibo jy� �, ui = T/(13/2) = 557 plf W:\1107\Engineerin0\1107 Plan 2710 31 of 42 • • �w z • Z= [(K*(E/2))/A] = 610 [bo i W= [(K'(E/2))-(Y'A)]/A= -151 1b5 u„ = K / A= 305 plf Y • J J = K-T= 665 Ib5 J /A= 99 plf w Kz • y K Q= [K'(E/2)/A] = 610 Ib5 L, lv P=((Y*A)+(K*(E/2)))/A = 1351 Ib5 • u,v= K/A= 305 plf • D=V*H/W= 1822 [b5 ~ N = ((I?'A)-(P'A))/F= 1191 [b5 V LL R= ((Q'A)+(N'F))/A= 1051 Ib5 f c M = (((,*F)+(Q*A)-(R*A))/F = 867 Ib5 Provide C516 Strap • i� v,,= N/A= 176 plf • �-B/2 • L= K- N = 567 Ib5 uy = L/(5/2) = 347 plf • L • x K=V*[C/(A+C)] = 2439 Ib5 • Vii will Y= K*O/L1 = 774 Ib5 ,�• - * - 4 X_Y L1/0.- 2 39 Ib5 0 • ix • y K • Y . • • • VV:\"iMAErigineering\1107 Plan 2710 32 of 42 • • • • r8,2-1 T T= [(Y'B/2)/D] = 1454 Ib5 —_3 u",= T/(13/2) = 582 plf Governs Shear Type • Y� vl I �,r p • iz K wi • —� Z=[(K*(E/2))/C]= 723 Ibs • x h W=[(K"(E/2))-(rC)]/C= -164 Ibs c�Y • J • J =K-T= 985 Ibs Y vlll • uv,„= J/C= 123 pIf 1 � l Iz WI • K Y� • Y • x L, Q=[K'(E/2)/C] = 610 lb5 • P=((Y*C)+(K*(E/2)))/C = 1353 Ibs Q p I ux K/C= 305 pIf •' C- M I� K PT xl D=V*H/W= 1822 Ib5 • _ N=((D*C)-(i'*C))/F= 1313 Ib5 • v u IZ=((Q*C)+(N*F))/C= 1046 Ibs c�1 M =((K*F)+(Q*C)-(K*C))/F= 1126 I175 • ux,= N/C= 164 pIf 5/2 I I M • — L=K- N = 1126 Ib5 uX„= L/(13/2)= 450 pIf • • • • • • • • WA1107\Engineering\1107han 2710 33 of 42 • p, hts W 6 • INNOVATIVE 29970 Technology Drive.. Suite 204 Date: 51?.?./2008 STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax A - ol . .�ood �hearWall�De'�I�t� =1'er CBC Tale 23D63 9: Total Length of Shear Wall 5egment5 = 10, Load = 8?C PC,f x ° a ft x 4o ft/2 = 4497 Iby Load = pyf x 43 ft x 1a =w ft/2 = 1388 fb5 Load = 0 O pyf xPgD ft x ft/2 = 0 lbe Load = t 0 f7Q - pyf x W. ft x 7 ft/2 = 0 Ibs Load = 0 0 pyf x *iL ` ft x _D ft/2 0 Ibs f - Load = t70 pyf x 0 ft x O ft 0 Ibs Total 565mic Load= 5885: Ibs 1'Vind Coad • Load= & pIf x <C ^x ft /2 = 1660 Ibe Load = t2 plf x i? 7 ft /2 = 1170 Ibs ® Load = - 4:-_ plf x 0 ` ft /2 = 0 Ibs Load = p 4: If x O ft = 0 Ibs g Total Wind Load llrcho;k >,Reduced by 2w/h per '?� • CM Table 2305.3,4 5ei5mic 5,585 10.010 588 600 2 35 applies Wind 2,830 10.09 283 350 4 5trap at Wdw/Door 'N- WDW Hght_ 0 ft, Aspect Ratio- 0.5 :1 ,� � � �h&rSN�(1 End t'o5t&-Hol gwia DeSiar .. lor�t�OaSGWat1 Shear Load at Wail Height n' ft Overturning Moment(O.T.M.)= 4-1080 ft4 .,_.: Width= ' 10 h ft Resisting Moment(R.M.)= 16260 ft-Ib 1. 6�Dead load YJatl O.T.M.- 0.9 ` R.M. - 32446 ft-Ib Roof= ' 0.9 r u ft/2 Uplift= 3245 Ibs Wall16, ft Uplift from Shear Wall Above= 0 "` Ibs Floor 6u ft 12 Total Uplift= 2A5 Ibs Provide: 5THD14 Foundation Holdown wl 4x4 Post ALT: HTT22 5 Total Lateral Load,V= 5885 Ib Top Plate 5tre65= 155 plf • Length of Diaphragm,L ft Top Elate Drag Length = ft Diaphragm 5tree5,v=V/L= 153 pff Top Plate Splice Load= 2751 ibs Length of 5hear Wall Line, Lw = 3�8, .ft Provide: 2-0516 Hardware 5pacing = 35 "O.C. ® WA1107\Engineering11107 Plan 2710 34 of 42 • • Sht W 7 • INNOVATIVE 29970 Technology Drive, Suite 204 C7ate 5/22I2008 3 • STRUCTURAL Murrieta, CA 92563 k..' 08 • ENGINEERING (951) 600-0032, (951) 600-0036 Fax Waod shear WaIE��DeSlgn ."Per-:C_BC Tabfe 2306.31- _ - - - - A _ `" LcftWof Gauge zq �:> = engt Wall 5e nt5 _ 6 -- Total L h of Shear gme ] Load = , 3 31 s " psf x 43 ft x 40 - ft/2 = 2847 165 • Load = O OO..e psf x " D .rr ft x ft/2 = O 165 Load = 3 '0.063, r psf x ft x ft/2 = 0 165 w._ _ Load = <aD.DO.:` psf x 0 ft x �.._. ft/2 = O I ba Load = `D 00 psf x 0--' ft x `O ft/2 - 0 Ibs • Load = D 00 er" psf x 0 _ ft x D~Ma ft = 0 ib5 Total 5eismic Load = " 2847' � lb5 • _ _ Wind Load _ - • Load= LL1D= plf x 'z}p'` ft /2 = 2400 165 • Load = 'G _ plf x - '`O; ft /2 = O 1b5 Load = (- - plf x ft /2 = 0 Ibs • Load= - s plf x .. ft = 0 Ibs TTota1 Wind Load= a (20a Ibs 0 rated ShearWall Chckper'CCG ble 23 6:4.1 Reduced by 2w/h per STAM HM T al Wadtt ( t (Mr- *v, lI { I�fype C13C Table 2305.3.4 Seismic 2,547 16.00 178 260 6 as applies Wind .2,400 16.00 150 260 6 Strap at Wdw/Poor N WDW Hght= �O ft, Aspect Ratio 0.5 :1 s '5hear Wa1!`I=nd'1'ost& Ho ow DeSi ^n iaa a. "c 2 r r "'z�.;s'P'�?", ..,,. ,.,}.,;rxr...r... :.a�. ..-. _., .. ..gv ^z.. - '•-+�"Y ... -�'1?,,, � .>4s Worst Case Wall Shear Load at Wall = 2847 r Ibs Height= ' _:8 ft Overturning Moment(O.T.M.) = 22776 ft-lb O Width= `=-76 ` _ ft 12e5isting Moment(K.M.) = 50176 ft-lb O ` .fi ib Deaat Loadnnilaltu O.T.M. _, 0.9 R.M. _ -22382 ft-lb Roof= 'Ufi F ft/2 Uplift= -1399 Ibs Wall = s 8 ft Uplift from 5hear Wall Above= s e0 = !bs O Floor= -4Q, m fC/2 Total Uplift- 1399 Ibs 0 Provide: No Foundation Holdown w/ No Post ,° D. i�aphr9m 5ress Brag Caflecr18 Top Plate` Dig: 0 Total Lateral Load,V= 2847 Ib Top Plate Stress= 127 plf Length of Diaphragm, L = 22:5 z" ft Top Plate Drag Length = ft Diaphragm 5treoo,v=V/L = 127 plf Top Plate Splice Load = 633 lbs Length of.5hear Wall Line;Lw = :_22♦5 =` ft Provide: C516 . 0 Hardware Spacing = 42 "O.G. 0 0 W:\1107\Engineering\1107 Plan 2710 35 of 42 0 0 • • W 8 • � INNOVATIVE 29970 Technology Drive, Suite 204 CJate; 5/22/2008 • STRUCTURAL Murrieta, CA 92563 # 08-1107 • ENGINEERING (951)600-0032, (951) 600-0036 Fax o -- • �, oWood Shear lNallDeS�gns 'er.iCBTable23�6:31 .s.,,Pt.-tx.k:,� •cr.�xak;t .e' .cx- "`cs {a '-• •�.5.�... X Ya,.., • Total Length of Shear Wall 5egment5 16 92 Load 5 84 pef x 38 5-- ft x ft/2 - 4497 Ibs 7.25 • : . ar. -Load 3.31= . p5f x ='43 ft x `- W ft/2 - 1423 Ibr, Load = .fl:00 p5f x .'_ Ap. ft x ' 04' ft/2 O Ib5 • Load = _<" _00 p5f x .: ft x4..'':aY' :,; ft/2 - O Ib5 • Load = "a 0�:,.` p5f x -"0�. : ftx -_0 ft/2 = O 165 • Load = = 0;00 =4 pef x ft x `D_ ft - 0 Ib5 l • Total 5ei5mic Load Load = 83: pIf Tx 40 ft /2 = 1660 Iby Load = =: 12.a PT 20:5 ft /2 = 1230 Ib5 Load = O plf x =Oi- ft /2 = 0 Ib5 Load = 0;' ?If x - D ft 0 Ibe Totai Wind Load Ib5 o Segmented S}�ear,�YJaIlheck�per CE3G�Table`?3D6.4.1 - - --- #"Reduced by 2w/h per m yp�n V((b) 7otai Width� ) 'if'I_f)'S .x.� p MY .'.==. C15C Table 2305.3.4 5eiemic 5,920 16.92 350 350 4 as appliee Wind 2,890 16.92 171 260 6 Strap at Wdw/Door N WDW HghtO ft, Aspect Ratio '�� "5hearUUai1 l nd'Poy &Holdown Pcc'ign o o WOW C-i 'Aka 5hear Load at Wall = 2531 _ Ib5 Height= 8.= ft Overturning Moment(O.T.M.)_ 20296^ ft-lb o Width= re 725,*, ft Re5i5ting Moment(R.M.) = 8547 ft-Ib �r INS, .:,.•. . Tnb Dead Load on•NWalil-:==� O.T.M. - 0.9 R.M. = 12604 ft-I.b o Roof= 9''-- `ft/2 Uplift= 1738 $0. Wall = 16.=fit, ft Uplift from 5hear Wall Above= _ :; <'Q-= Ib5 o Floor= -16_ �+ ft/2 Total Uplift= M 1738` ,a Ib6 o Provide: 5THD14 Foundation Holdown w/ 4x4 Post , ALT: HTT22 o - ` Di phragm �tr5,Dr`ag C�ollecto8. .p PlateDesgn O Total Lateral Load,V= 5920 lb Top Plate 5trc6o= 136 pIf Length of Diaphragm, L= ,43 ft Top Plate Drag Length= ; 19 ft ® Diaphragm 5tre55,v=V/L= 138 - plf Top Plate 5plice Load = 26165 lb Length of 5hear Wall Line, Lw = 43 :_' .- ft Provide: 2-0516 . ® Hardware Spacing = 38 "O.G. O o W:\1107\Engineerin0\1107 Plan 2710 36 of 42 0 0 ' 5h t W 9 • t INNOVATIVE 29970 Technology Drive, Suite 204 �;�Date: 5I22/2008 • STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax Wood �heaWallDe'Slgn PeCBG labia 23D6. 31 [�VIAr_.}Of.2nd- Le g h of Shear Will 5 g ante Floor ; :--. Total n t e m � 14.25. �_ � 9eEsm�c Load .r4..;.: xf_r.,y - :: •.cox ,c,, r...M;e • Load= 5 p5f x CIO ft x . t38.5 ft/2/2 4497 Ib5 5.75 • Load = ``m,3.31 .= p5f x . 4f3. ft x .21 ft/2 = 1390 Ib5 6.5 Load = ,O,DO p5f x .'p= ft x D _ ft/2 = 0 Ib5 Load = #-O,QO`,V pef x :_-•O"_ ft x O ft/2 __ ... . . - Load = a0.0(3 e p5f x , . O. . ft x 'D� ft/2 O 165 • Load = OfJp> p5f x o ft x .' ft = 0 Ib5 • Total Seismic Loai- .- • Wind Load - ._ • Load = S3 plf x 38 5 ft /2 = 1598 Ib5 • 3• - Load = 120;, plf x ft /2 1260 Ibe • Load= )'0_± plf x 0, y ft /2 = 0 Ibs Load = =0 :� plf x .. p -= ft O Ibe Total Wind Load • �r5e�g'' rri`eatdear YUafl Gheck`pe`rFC-PC�ab1e - 4 a • •• Reduced by 2w/h per r l Pe �a V�({b) To al Wid h (fG) v(pif) u,al ( r.,) T l • CBC Table 2305.3.4 Seismic 5,857 14.25 413 459 3 . as applies Wind 2,858 14.25 201 260 6 • 5trap at WdwlDoor N WDW Hght= O� ft Aspect Ratio 21 1 Shear Wa nd Past& Hpldow npe ion(l , -._. Shear Load at Wall _ .1550 Ib5 Height= Sriw ft Overturning Moment(O.T.M.)= 12400 ft-Ib Width= Z5 ft Resisting Moment{R.M:} = 5203 ft-lb . f_rib neait Load'on Wa[ O.T.M. - 0.9 R.M. = 7717 ft-lb a Roof= 39--'F ft/2.. Uplift= 2056 Ibs • Wall = =16 ft Uplift from Shear Will Above= 0 Ibs Floor= 18 ft/2 Total Uplift= 2058 ;e' Ebs • Provide: 5THD14 Foundation Holdown w/ 4x4 Post , ALT- HTT22 DiaPhra9m15tree5 Dra"" Gollec;tot &.1"op f'fat�e,Desgn" ''€` `„ ... • Total Lateral Load,V= 5887_ Ib Top Plate Stress= 147 p!f • Length of Diaphragm,L= ;•7a0 _. ft Top Plate Drag Length= ft • Diaphragm Stress,v=V/L= 147 plf Top Plate Splice Load= 1325 lbs Length of Shear Wall Line,Lw = +4Q _7: -. ft Provide: C516 Hardware Spacing= 36 "o.c. WA11071Engineering11107 Plan 2710 37 of 42 (A i • .6ht W 10 • INNOVATIVE 29970 Technology Drive, Suite 204 5122/2008 • STRUCTURAL Murrieta, CA 92563 -�� 08-1107 ENGINEERING (951)600-0032, (951) 600-0036 Fax 0 ;. � Woad`5hear UVaI( De iYari Pe CBC Table 2506 • ss _sE `�,">.3- '�X -. ac=,....... •:rr,x -.' r.�r..+aaafkra-.r;ksc?��+xx*•a .rz7 '.,n. xi . 's. • :.� 10;��� ��= �::�- � .. ����. . �q :•'�: -Rear�of_Ga�a9�� .- � � .� _ . ..- Total Length of 5hear Wall 5egrrlent5 9� •_ r���'._�= x,,--"t• �.- d�. 5el5mlc Lead 9 • Load = 3 31' psf x Ir4Q , ftx =38 5 ft/2 = 2549.ry Ib5 Load = ._QQO`e pof x 0 ft x 0... " ft/2 _ O Ib5 Load = O.OQ:+ psf x -._0 x=; ft x � 0 ft/2 _ O Ib5 - s - Load = _ =-O.DQ psf x = ft x -Q ft 12 Q Ib5 Load = a tJi?� psf x 0 ft x :O ft/2 = O Ib5 Load = OsO{1 p5f x ,p' ft x =0 ¢ ft 0 lb5 Total 5ei5mic Load = 2549 Ib5 'Wind Load: • Load = 120 plf x ft /2 - 2310 Ibs • x _ Load Of x ��O_�=`�'' ft /2 O lbs • Load plf x 0 ft /2 = 0 lb5 • Load = D plf x 0 _N ft O Ib5 • Total Wind Load = ft ' " - Segmented 5hear Wall Check�p�er GBC Table 23 .1 - • "Reduced by 2w/h per Type ti {IF 1 d TMall ;pli *".,allow t� e • CBC Table 2305.3.4 5ei5mic 2,549 9.00 263 350 4 as applies Wind 2,310 9.00 257 260 6 Strap at Wdwlpoor= _: `'11 WOW Hght= O`=- ft, Aspect Ratio= 0.9 :1 • x ,F �5h ar Will�nd:Post&'Holdown,Pe gn 5hear Load at Wall = .. 549 ', : Ib5 Height= �x--:b� ft Overturning Moment(O.T.M.) = 20392 ft-lb Width= _:_9' ft Resisting Moment(R.M.)= 4990 ft-Ib }''rTrb:D ad`Loail ogs'.Wat r.` :< O.T.M.- 0.9 R.M. = 15901 ft-lb • Roof= i Q ft/2 Uplift= 1767 Ib5 • Wall= .Y`� 8y ft Uplift from 5hear Wall Above= ' 0 = Floor= ; 16 t�!: ft/2 Total Uplift= :1767 ' �w Ib5 . Provide: 5THD14 Foundation Holdown w/ 4x4 Post ALT.- HTT22 . __,��.. D�a hr m 5tiesg Drag Gi�llec`vorrTo?lat;e;Design Total Lateral Load,V= 2549 Ib Top Plate 5tre56= 127 plf • Length of Diaphragm,L= 40 _ ft Top Plate Drag Length = 11_ ft Diaphragm Stress,v=WIL= 64 plf Top Plate Splice Load = 1402 Ibs • Length of 5hear Wall Line,Lw = :J ,.20*� rx ft Provide: C516 Hardware Spacing= 41 "O.C. • WA1107\Engineerin0\1107 Plan 2710 38 of 42 !I IN N O VAT IV E 29970 Technology Drive, Suite 204 x,I?ate: 5/22/2008 • STRUCTURAL Murrieta, CA 92563 e#t: 08-1107 • ENGINEERING (951)600-0032, (951) 600-0036 Fax _ •;k.4_' -- Wpod SFlea�RVliall#DeSI _Per CBC Table 230 3.1 L�vir1 V Total Length of Shear Wall 5egment5 5eiormic. Load 3 Load= 5$4 psf x 4D ft x8 5 ` ft/2 _ 4497 Ib5 7.5 Load = x31. sf x 4Q ft x 17 ft/2 = 1125 Ib5 p A :_ _. . Load = •3:3i p5f x !-30. LL ft x - 3 :;O ft/2 149 Ib5 Load = 06':::, p5f x -0`W ft x 0 ft/2 = 0 Ib5 • Load= 000 z p5f x 0` ft x0 ' : ft/2 = 0 ib5 • Load= RO.DC?,,'"' p5f x x_. f _ ft ��o�., t o Ib5 • Total 5eiomic Load • Load- • Load plf x 35&.5 ft 12 _ 1598 Ib5 : .. . Load = >- 1-W pif x -�=2n ft /2 1200 Ib5 • Load plf x -0 ft /2 _ O Ib5 • Load = D plf xOn ft = O Ibs Total Wind Load •- -. - 5egmerrted Shear Wal, I, Check Pe -�'f'able 23iD6.4: -- --- _ • '" Reduced by 2w/h per MOM sm ffilR 147al ;dtgh$(ft)• F— M "%dal (MType ; • CBC Table 2305.3.4 5elrmic 5,771 10.50 550 600 2 • as applies Wind 2,798 10.50 266 350 4 5trap at Wdw/[)oor Y WOW Hght 4 ft Aspect Ratio 13 1 • Y $hear W:a1lxEird=P05t Sc=NaldOivn De51g`n a Hai s • W ro t Case WaII _ Shear Load at Wall= J6io 49._ •;� , Ibs ft Overturning Moment(O.T.M.) = 13192, ft-[b • Width = ft Reoioting Moment(R.M.) = 1238 ft-lb _ .. _ ,s.,�-°�t�ik%Dead Load;on Walt� D.T.M. - . 0.9 R.M. = 12077 ft-Ib • Roof= q ft/2 Uplift= 4026 lb5 • Wall= ° 16- ft Uplift from Shear Wall Above= 0 Ib5 Floor- . 1.10- ft/2 Total Uplift= `; 4026 Ib5 Provide: 5THD14, Fourdation Holdown w/ 4x4 Post ALT: HT1-22 7op t'late,° Dee'ign • Total Lateral Load,V= 5771 Ib Top Plate Stress= 296 plf • Length of Diaphragm,L= '�:_ .4o ft Top Plate Drag Length = ft • Diaphragm 5tre55,v=V/L 144 plf Top Plate Splice Load = 1154 Ibs Length of Shear Wall Line, Lw 195. . ft Provide: C516 Hardware 5pacing = _ 18 "o.c. • WA11071Engineerin011107 Plan 2710 39 of 42 r r. s� y5ht' W12 w.r I N N 0 VAT I V E 29970 Technology Drive, Suite 204 D to 5/22/2008 • STRUCTURAL Murrieta, CA92563 , # 08-1107 . ENGINEERING (951)600-0032, (951) 600-0036 Fax -- _ � WoodSFieaSlVaEi,De51gn - - M � r m Per CBC Yabie` 23�6`31 7r .. _ Garga.^Length of Shear Wall 5 g ent5 - Totem �}334 -af. 5e�emic Load 2.167 Load w 3 1.1%� p5f x 30 ft x 5 ft r 2 - 248 Ib5 2.167 Load - R0.00 4 psf x 0 ' ft x c 0.-:s ft/2 - O Ib5 Load p5f x _ ft x0 ft/2 - O Ib5 • Load = 0 a0 p5f x � O ft x -0 w ft/2 = O Ib5 • Load = 0 DO p5f x '. Q:, ft x `DL ft/2 = O ib5 • Load = i;�- DDO` psf x ft x '`.D ft = O Ib5 • Total 5e;5mic Load ��-- v a.x- a.�x .r2 .`°1 ft /2 = 3D0 Ib5 Load= 120 plf x 5 • Load = Q-a.rv, plf xD..'= ft /2 = O Ib5 • Load = = `Dq z Of x - O ft /2 = O Ib5 Load = O"` Of x . 4 . ft - 0 Ib5 • Total Wind Load W IT gegm 5,hear ltilall•G heck pe G6C Tafile 2306.4:1 - _ • '"Reduced by 2w/h per Type V -O otaETt Idth OZ) (pif.) IM , • CE3C Table 2305.3.4 Seismic 248 4.33 57 169 6 • ae applies Wind 300 4.33 69 250 6 • Strap at WdwlDoor N°. WDW Hght= l? ft, Aspect Ratio �1 1 { =• hearllValEridPas: &1,4H oldvv�m' 17ign yr + WOf 5 Ga58 wall +'`w n Shear Load at Wall= 150 Ib5 Height= _6.67_ : ft Overturning Moment(O.T.M.)= 1001 ft-ib Width= ~=2:6T `ft Reaieting Moment(R.M.)= 380 ft-ib T.E - iib Dead°L'aad:on Wat! µ O.T.M. 0.9 R.M. - 658 . ft-Ib. • Roof= ''_ ,5? ft/2 Uplift= 304 Ib5 Wall= ft Uplift from Shear Wall Above= O .y Ibs • Floor= D =;'ft/2 Total Uplift= 304 y. Ib5 • Provide: 5THP14 Foundation Holdown wl 4x4 Poet ALT. HTT22 �� »�_ 2 �,�, .e>D�aphnagm 5tre ,Drag�Cotlector5�T`o''pIlateDeSign • Total Lateral Load,V= 300 lb Top Plate 5tre55= 15 plf • Length of Diaphragm,L= =_. 30 ' ft Top Plate Drag Length= W $ .� ft Diaphragm 5trere,v=V/L= 10 plf Top Plate Splice Load = 120 lb5 � Length of 5hear.Wall Line,Lw = _ _xA*';_20 ;1.-'i� ft Provide:. C516 Hardware Spacing= 352 O.C." • W:\1107\En0ineerin0\1107 Plan 2710 40 of 42 • .,,,5ht W 13 _ s. INNOVATIVE 29970 Technology Drive, Suite 204 ,�k-Crate: 5/22/2008 • STRUCTURAL Murrieta, CA 92563 y # 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax ;b F - Wood ahearWallDeslgn =PerBCTable 20631 z • .• - roll-�of• Garage;;Eiev,.ie eµ all 5 ent9 Total nth of 5h ar W g c m 4.3,5r A. a � set mic Load: r Load = 3.311=, p5f x x '5 ft/2 - 246 Ib5 2 • Load = ,0:00 . p5f x I4 „-0�. ft x = . 4 , ft/2 = 0 I be • Load = ,.-Q.00• p5f x pt Q ft x = =0. ft/2 _ D Ib5 Load = :D,pO= p5f x x.�` Q_'�, ft x ;T'.0" ft/2 - O Ib5 i Load = s .-0.0� p5f x E ft x 3°:0= ft/2 = 0 Ib5 • Load = ='0 ,. p5f x � Cl ',`ft x lD ft = 0 Ib5 • Total 5eiomic Load = 248• Ib5 • i''y "�,�s^t c-'o-`.- J a % d s::` 'Sep 'S _.�.. 7 Wind LOad`�'`" Load = plf `- Mx 4 TR _5 , ft /2 _ 300 165 ' Load= D_4 plf x ft /2 = D Ib5 • Load = `�",� D-Y=;; p[f x -.0, fG /2 = O Ib5 • Load = '0w" pff x -'; D.0 ft = 0 lb5 • Total Wind Load = 30D Ib5 �. - - Segmented 5hea�r';1Nall�Check p'erG6G-Ff,�ble`�3G64,� : - . .. Reduced by 2w/h per .. Y \ (1 )' Toata{ h (f / u !'(`pff);"NP: al ocv(EMS. e ( ) • CDC Table 2305.3.4 5eiomic 248 4.33 57 156 6 • a5 applies _Wind 300 _ 4.33 69 260 6 • Strap at Wdw/Door NR WDW Hght ;0 ft, Aepect Ratio = 3.3 1 • r x `SFiea Wall End ixo5t&Holdown Deelap WOI'SG Cade Wall Shear Load at Wall= 139 Ibe Height= Overturning Moment(O.T.M.)= 927 ft-lb width = ._ 2- ft Re5i5ting Moment(R.M.)= 324 ft-Ib +;Trib Dead Load on IiNall�='»'x;�? D.T.M. - 0.9 R.M. = 656 ft-Ib _ N • '-5rt ft/2 Uplift= 315 Roof= F:k.;- • Wall= 8" ft Uplift from Shear Wall Above • Floor= 0 ft/2 Total Uplift • Provide: 5THD14 Foundation Holdown w/ 4x4 Post ALT: HTT22 Diaphragm ratre�S,�DragColE,ector5-&a7op�Pla DeS��gn . Total Lateral Load,V= 300 lb Top Plate 5treea= 15 plf • Length of Diaphragm,L= =ft Top Plate Drag Length= ft • Diaphragm 5trees,v=V/L= 10 plf Top Plate Splice Load= 120 lbs Length of Shear Wall Line,Lw = r ��20,. ft• - Provide: C516 . Hardware 5 acing= 352 "O.G. • W:\1107\Eng1neering\1107 Plan 2710 41 of 42 slit:• F 1 • INNOVATIVE 29970 Technology Drive, Suite 204 Date: 5/22/2008 • STRUCTURAL Murrieta, CA 92563 08-1107 IS[ ENGINEERING (951)600-0032, (951) 600-0036 Fax UM a ion • Allowable Soil Dearing Pree5urc (pof) • soils Report by: T' AIbde-KB eefe:&Aac4 e�t Q 'Inc • Job Number: 6.*02 Date: 7)- ufle24, —:.1- Maximum.6i'saring•WalhLoad: 'fk-` '= • Roof = `,40— pof Z6.5z 2 + 810.0 Of • + 'W" 224.0 Wall ef • Floor Of 17,33-`n 2 + e01 467.9 2 + 1 0` 0.0 Deck of p at Cant.Deck only. w= 1501.9 plf • • .Ck9tilftPokf 60ti hiii-PL510% • Required Footing Width = 1502 2000 - 50 0.77 ft • 1-5tory Footing: F J72- "x wl Steel Reinforcing Per Plans • 2-5tory Footing: EE"x nj"w/5WI Reinforcing Per Plane • P max 5.5.r.x 5 x Width/144 • 5=2 x(Depth +51ab Thickncoo) + Post Width Pmax it 1-5tor,y= 5833 lb • F"max.at 2-5tory= 9792 lb • F1 5q.x Pp.Pad Footing w/(3)#4 150T. EA WAY Pmax= 7100 Lb • F2 5q.x —18 "Pp.Pad Footing wl(4)#4 DOT. EA WAY Pmax= 11075 15 • F3 -.-'36 5q.x 15 "Op.Pad Footing wl(5)#4 DOT,EA WAY Pmax= 15975 L13 • F4- ' t2 "5q.x 16. Dp.Pad Footing wl(03)#4 150T.EA WAY Pmax= 21725 LI3 F7577777'571, 171 pr. Pad Footing w/(6)#4130T. EA WAY-TFmax= 2,5400 H5 • • • • • • W:\1107\Enginccrirg\1107 Plan 2710 42 of 42 • • INNOVATIVE 29970 Technology Drive, Suite 204 IS [ STRUCTURAL Murrieta, CA 92563 951 Phone: ( • ENGINEERING ) 600-0032 Fax: (951) 600-0036 • • • • Structural Calculations for: • • Plan 2875 • • • • • • • • • • • • • • • • • • • • • • • • • • • 0 5At B 1 INNOVATIVE 29970 Technology Drive, Suite 204 D 5/22/2008 STRUCTURAL Murrieta, CA 92563 Iff, 08-1107 • ENGINEERING (951)600-0032, (951)600-0036 Fax a - • _...,• y - - +e.•=z x•• Fri mz- zar i-vaau sake - •-ns arary� c,-�. � 50 or-ted Vllood Beam�Galc.,ulat%on -_ 17= 7K1rat iZear otMaSter Bedroom 5 25 ft ,,lo-' yP- 2007C[iC 1779cS"1FiC?711?4 .� • Dead(psf) Live(p5f) A,(of) RedUGed Live Load(psf) • Roof= :s 20:0: = 20:0'` 117.0 20.0 Lr=Lo KIR2, R1- 1.00 R2= 1.00 Wall= x= 14 Q: 00.: 0.0 0.0 Roof Pitch= , A.-°s:12 " _ : • Floor= ,_= _J,4. LL. 40.0 .f. 0.0 40.0 L=Lo(0.25+15/(Ki AL)^0.5)) • +p; Portit<Loads r., P1= �746(1 Ibo from Girder=Truss at Xt= 3 75:. ft P2= O Ibs from at X2=Mft ft _. v _ Ibs from = �_ ."�: = =�at X3= • - IJnifrirm<iDtstributc�-1°o�id:?;W1•��r�..� ' Roof = 40.0 psf'( 2 'ft/2+ �ft)= 80 Of • Wall = 14.0 p5f'( S1 ft + 0 ft)= 14 plf • Floor = 54.0 psf'( .'0 " ft/2+ 0 . ft)= 0 plf Beam Weight= 8 plf+ W1= 102 plf • Partial Unify iit`Di ir%ted<i=oait Start at X= 0 .'ft End at X= 3 75: ft • Roof = 40.0 p5f"( TN27 ; ft/2+ "-.ft)= 540 plf rn, Wall = 14.0 p5f'( 0„ ';ft + D:, ft)= 0 plf ���-----�x Floor = 54.0 paf"( ,�: D ft/2+ :Os ft)= 0 plf W2= 540 plf ti_,;.._..,_ rm:t7'sribGtadaLoad: N3 Psi start at X= :... Q;,�- � ft End at X= _ O ft;� �: . • Roof = 40.0 psf'( .CG ft/2+ "0'=ft)= 0 plf • Wall = 14.0 psf"( =0�� ft + . _D ft)= 0 ptf Floor = 54.0 psf'( ,_ O-_ =ft/2+ D;: ft)= 0 pif W3= 0 plf • AdJu�tmantFactor6;(t;) • Fb 1.25 WO too 1.00 Loading Reyult5`° E 100 1.00 1.00 1.00 R1= 3701 Ibs, R2= 6320 Ibs z5 t.00 too t o0 6rgArea: 5.92 in2 Area: 10.11 in2 • Mmax= 118962 in-lb, Vmax= 6320 Ibs Ar- Des al _ s Max Deflection = 0-09 in Fb= 2325 psi D+L. Allow Deflctn(Y)=L/ 240 = 0.26 in.... OK • E= 1.55 x 10^6 psi . F = 265 psi Glu-lam Camber(y)= 0.01 in(3,500 ft Radius) • I •yy Actual Section t'rq,ernes : = v5 :',; KeuEuired;5ecttgn Propel tte69 IAW- , • 5,a= l7d2/6= 52.6 1n3 > 5REo = M.. / F'b= 40.9 OK Ancr- bd = 33.3 in2 > AREQ = 1.5'Vrt1e /F',= 20.6 in2.... OK • 1 ACT= bd3l12= 250.1 in4 > IREa=Yact"I act/Yallow= 89.6 OK • i'rovide `� 1 _ �• :3.5� �;� X ° g��,; �cL� ,, �,� - - • s . WA1107\Engineering\1107 Plan 2875 2 of 38 • • < 6ht: D 2 • is[ INNOVATIVE 29970 Technology Drive, Suite 204 _D 5/22/2006 STRUCTURAL Murrieta, CA 92563 #t OtH107 ENGINEERING (951)600-0032, (951) 600-0036 Fax 11, - • - . :.�• .zx}. Fyms:u.n-gc�ao}x#x� ^:a ua Sim-!--- orCe Wood Beam Calculatlon�; x h • �.. . 2 x: Header=atRiglCt of-Bedroom:-4' aP` (M U-MMA, `a 25.E ft • LoadS�Per2Q07 G6C-179�&1607�112+�� ����4��,��, ?` • Dead(psf) Live(psf) A,(co Reduced Live Load(psf) • Roof= "_20 0 = `-'20:t3.: 165.4 20.0 Lr=Lo KjK2. K1= 1.00 K2= 1.00 Wall= 14 0-_ ;O.0 0.0 0.0 Roof Pitch 4v. ` :12 • Floor= . T 14.0 _ `? 40 0=- "= 0.0 40.0 l_=Lo(0.25+15/(Kii A�)^0.5)) Poin C"aad5:� M= 0 Ibs from -- at XL- `0:00. ft t P2= b5 from = a y at X2= 0.0 ft • P3= 0 M. [be from :• z at X3= w0.0=ft • �. ..r.�:llnifcrm DiStributui Load`.W1 -' Roof = 40.0 p5f'( 3C1:5 ft/2+ Mft) fG)= 650 plf Wall = 14.0p5f'( " ft + ft)= 1-1 p1f Floor = 54.0 psf`( 0' f,/2+ = 0 pif Beam Weight= 6 Of+ W1= 670 plf • Partial [Jn form,Dlstributr LoiJ:W2a y ;': : ' Start at X= C3; fC End at X=0ft _._... __,....... _-..,. Roof = 40.0 pof'( (]; 'ft/2+ 0= :ft)= O Of Wall = 14.0 p5f"( -' 0 ft + 1.,.;Qs,. ft)= 0 plf • Floor = 54.0 psf"{ O: ft/2+ �.o ft)= 0 plf W2= 0 plf • Per£ial?Uiiifo"r;"rt�Distributail;:l Start at X= 4"� ft End at X= °'".17y;. ft • Roof = 40.0 p5f'( � '__.ft/2+ -0% ft)= O Of Wall = 14.0 psf'( _--_ () ft + 0 ft)= 0 plf Floor = 54.0 p5f'( 0. '°;ft/2+ C�!- ft}= 0 plf i W3= 0 plf �,;. Adju6tmerit,�Factor.5;(C)° t�' • r- 1.z5 1.30 1.00 1.00 = � � Loaciln KC81ilt6 e _6 9�. .... • E 1.00 1.0o 1.00 1.00 Ki= 1759 Ib5, K2= 1759 Ibs F 1.25 1.00 t.0o i.0o 6rgArea: 2-81 in2 Area: 2.51 in2 • Mmax= 27706 in-lb, Vmax= 1769 Ib5 -?y ..>_ Design.iV luc _ _ � Max Deflection(Y)= 0,06 in Fy= 900 psi D+L, A low Defctn (Y)=L/ 240 = 0.26 in.... OK E= 1.60 x 10"6 psi • F = 180 pwi Glu-lam Camber(y)==in(3,500 ft Radius) ,, iAcTaisl:bectaon'Pro ertieS � vs: 'a �_ R "'aired Section PropaFtieS '. . 5Acr= bd2l6= _30.7 m in3... ` > 5Reo = M,,,,. / Fib- 15.9 in3.... OK .... AAC= bd = 25.4 in > AREa = 1.5'V,,,,,,/F = 11.7 OK . 1 AC= 172/12= 111.1 in' > IREO=Yact'I act/YaIIOW= 27.3 ;n4•••, OK • P r_ovrd ax:Y.y: e�,�. `: �=�1° � , ,ice. �- " X s,� 8 "; ,,s✓45•„,�"bougir sFt �racie# �. W:11107\Engineerin011107 Plan 2875 3 of 35 • fC. 13 3 is[ INNOVATIVE 29970 Technology Drive, Suite 204 5/22/2005 STRUCTURAL Murrieta, CA 92563 3t 05-1107 ENGINEERING (951)600-0032, (951) 600-0036 Fax Cal or Ild'- r-it af.]3& • Dead(Pof) Live.(poo Reduced Live Load(Fw-,f) • 47.3 20.0 Lr Lo-2 Roof KK,, KI = 1.00 P2= 1-00 Wall 0.0 0.0 Roof Fitch=I;- 4�:. 1:12 • Floor= i, 4�0 4610,,-�--= 0.0 40.0 L=Lo(0.25+15/(Kj A,,)^0.5)) pl= F ll,s from at X I- P2= F7711b5frorn at X2=1 ft; P'3= Ibq from at X3=[Lb,.Q1 ft Roof = 40.0 ft/2+ ffift) 200 plf Wall = 14.0 p:ff + ft)= 14 plf Floor = 54.0 psf + ft)= 0 plf Beam Weight= 5 plf+ M= 219 pff 11',A-.4!NAYprrn Vkrfbute-dW. & Start at XUL' ft End at X= ft Roof = 40.0 pof*( 7 ft/2+ ft)= 0 plf Wall = 114.0 p6f*( 6q ft + ii,-641 ft)= 0 plf • Floor = 54.0 pef r4-.;�ft)= ft/2+ 0 plf W2= 0 plf 5-art at X ft End at X= ft t • Roof = 40.0 pof* 0 plf Wall = 14.0 pof* L-io ;+,pof. • ft + 1 0 ft, 0 plf �, Floor = 54.0 Q `=ft/2+ 0 f-6= 0 plf W5= 0 plf 4 F, 1.25 1.30 1.00 1.00 E 1.00 1.00 1.00 1.00 PI= 574 Ib5, K2= 574 lbr, F �.26 1.00 1,00 1.00 DreArea: 0-92 in2 Area: 022 in2 • Mmax= 5040 in-lb, Vmax= 574 Max Deflection(Y)= 0.05 in F, 900 psi 1) 1 L, Allow Dcflrt;n(Y)=U 240 = 0.26 in.... ou. • E- 1.'60 x 10^6 poi F�- 18p of Glu-lam Camber(y)==[n (3,500 ft Kaofiuc,) • 5ACT= W2/6= 17.6 1113 > 59EQ = lvl.K / F'b 6.2 OK A 19-13 2 2 Al= in > AjtEQ = 1-5'V,,..�/F'� 3b in OK 1 AM = 46.5 iM4 > 1 1E0=YaCt'l act YalloWf 8.9 in'.... OK [ P w1vid-0- 1�WPWW�� 2• � WN1107\Engincering\1107 Plan 2875 4 Of 38 • 9hti 6 4 i N NO VAT IV E 29970 Technology Drive,Suite 204 Dater.` 5/22/2005 • IS[ STRUCTURAL Murrieta, CA 92563 # 08-1107 • ENGINEERING (951) 600-0032, (951)600-0036 Fax a -- =- Stm'.Q.i.'x;5u �°orted�Wood�BeatrfCalci��ation • 4 .; �� eader at,.Rearof Living = 5 .."�(w 5 25:;ft • €.oads"�ODBG-i60739'8��1607s11x2 �1r` „z � > ��" • Dead(pof) Live(pyf) AL(of) Reduced Live Load(psf) • Roof 20 0 20:0 60.8 20.0 Lr=Lo R1R2, Rl= 1.00 R2= 1 1.00 Wall 14.0_ �f 0:Q=';".„ 0.0 0.0 Roof Pitch= u•4. :12 • Floor 14.0.iu 40.Q::; 0.0 40.0 I.= Lo(0.25+15/(K11 AL)^0.5)) • Po1nt'€`Dads:::;"` P1= .3612 Ibs from Girdkr. at X1= '. 7, ft Ib5 from - _,., :, .;•q£ia. i:... at X2= • P3= 'O Ibs from at X3=,D 0 ft 'Ur+iforth Dish iautem-'s d:Ud9�4gir Roof = 40.0 psf'( G=- 2:_ ft/2+ r t7ft)- 80 pif • ���1 Wall = 14.0 psf'{ _`B;yV ft + '_.. 1` ft)= 126 plf Floor = 54.0 psf'{ az0 ft/2+ " 0 .,ft)= 0 plf Beam Weight= 8 PT+ W11= 214 plf Part,aikUriift�rirt`#b€strsbiitd Fad:W2 Start at X= , 0+t"ft End at X= .1.67 ft • Roof = 40.0 psf'( 2 ft/2+ :0.'wa ft)= 540 pif Wall - 14.0 psf`( ft + 0�. ft)= 0 plf - Floor = 54.0 pef"( 0'"ft/2+ `-67' ft)- m D plf W2= 540 pif Paitial l3iiif rm€7is it utieiJ Load"'.W3r` :,t Start at X= gip`.` ft End at X= 0 °:" ft • Roof = 40.0 psf'( `0 ft/2+ ft)= o plf • Wall = 14.0 pef' ft + 0 plf Floor = 54.0 psf'( .�,O- ft/2+ - D ft}= O plf w W3- O pif = �AA�id17mcnt F�api;ors(C) `�Y ;yam 441 W.p�`° i M1,4f p Fe 1.25 1.20 100 i.00 =_LoaYlEng RtS�Jlt6.� • E 1.00 1.00 1.00 1.00 R1= 3783 lb5, R2= 1654 Ibs F 125 1.00 1.00 1,00 BrgArea: 6-05 in2 I Area: 2.97 in2 • Mmax= 64590 in-lb, Vmax= 3783 Max Deflection(Y} 101K = 0.05 in90D psi D+L, Allow peflctn(Y)=U 240 0.26 in.... E= 1.60 x 10^6 psi F = 180 psi Gfu-!am Camber(y)- 0.01 in (.3,500 ft Radius) • t ,; ,.� :: Aoilaal e'ctlon Pro afaC€er =,�,��-�:f vs Lu,•, , ;i,,;,;,�._Re uire(A 5ection.ProperLIe5 - ..; • EAcr= bd216= 49.9 in3 > 5zea = M,,, / F'b= 47.5 in3.- OK AAcr= bd = 32.4 in2 > AREo = 1.5'V,,,, /F = 25.2 in2.... OK . 1 Acr= bd3112= 230.8 in' > IREQ=Yact'I act/Yallow= 45.6 in4.. OK • f7t'O ide.: .w .........- • • r • • • WA1107\Engineering11107 Plan 2875 5 of 35 • f IF, 6 5 .` • IS[ INNOVATIVE 29970 Technology Drive, Suite 204 Datc 5/2777.008 STRUCTURAL Murrieta, CA 92563 �:._ii�#` 08-1107 ENGINEERING (951)600-0032, (951)600-0036 Fax E �orfiedWoodBeamCa#cu#atlo_ n • 5 r _ : ^Header at Reat�=ofVLi`virig • 6°aads Pr ?007C6G1607„�9&,,,�160,�711�2 ,�";;- • Dead(psf) Live(psf) AL(5f) Reduced Live Load(psf) • Roof= .200= 20:0 3;.3 20.0 Lr=Lo RIR2, R1= 1 1.00 1 R2= 1.00 Wall 0.0 0.0 Roof Pitch :12 • Floor= V;Y 14:0_ =, 40,97 = 21.9 40.0 L=Lo{0.25+15/(Kg AC)^0.5)) • - Poiftt)1*q�u�5: P1= Or Ibs fromE-tw- at X1= .0,00;ft P2= : ...:0:•. , Ibs fromat X2at = ft '-0.0:, ftP3= ;r,�0'•�" Ibs from �"'�� -�.-:�::.:;�: ' ul7nifaf-7ti':Distfi}iutei]'_L':oail,'7t._>"-` '. `. Roof = 40.0 psf"{ 4 ft/2.+ mft) ft)= 120 plf . Wall = 14.0 psf"{ z s1g `=ft + ft)= 126 plf • Floor = 54.0 psf*{ 12:5_ ft/2+ = 121.5 plf Beam Weight= 6 Of+ WI= 374 plf • P lktl�iila PIA rrraorrr Distributed Lgad WW2 �„�� , Start at X= . 0;:;ft End at ft R X=� • --?oaf = 40.0 psf*( Nr 0::f°ft/2+ _ O_ ft)= 0 plf Wall = 14.0 psf*( 0 = ft + D ft)= 0 plf Floor = 54.0 psf*( _ 0': ft/2+ :0 ft)= • 0 plf - _ W2= O plf Partial•Uriifo'rm'Di6tributed"Load:W3 1' = i:`. Start at X= -_0:.,` ft End at,X= ft • • Roof = 40.0 psf*( ICJ_ ft/2+ Elft) ft)_ 0 plf Wall = 14.0 psf"( ' O = ft +'llft)= 0 plf Floor = 54.0 psf`{ 0:",' ft/2+ = 0 plf • W3= 0 plf. • , AdJu6trr1``enr�actors(G) �+';:=. Fy 1.0a 130 100 1.00 Loa�ing;l?e•5e11t5 _ E - 1.00 1.00 1DO 1.00 R1= 116b Ibs, R2_m _.. 1165 1be qF, 1.00 1.00 1.0o too 5-gArea: 1.87 in2 Area: 1.87 in2 . Mmax= 21893 in lb, Vmax= 1168 JOK Max Deflection(Y)= O.D7 inFb= •900 pai P+ L, Allow Deflctn(Y)=L/ 240 _ 0.31 in.... • E= 1.60 x 10^6 psi . F = 180 Pei Glu-lam Camber(y)= 0.02 in (3,500 ft Radius) ` ",:�" Actual<�veatibn�P''"""erl:ics-• ...vsc� .• 5Ac-r_ 0/6= 50.7 in3 > 5aeo = M.. / F'b= 18.7 m3.... OK AAcr= bd = 25.4 in2 > AREo = 1.5*V,,,.,/F' = 9.7 OK I ACT= bd3/12= 111.1 in' > IREo=Yact*I act/Yallow= 25.7 in'.... OK • �!"D IG�P,,: _ :1.� -�;�_ - �" X �; ��5� �, 545�DouglaSellr�Ga"de� .2 a i WA11071Engineering11107 Plan 2675 6 of 38 • • 1111VAIM 29910 Technology Drive, Suite 204 Date 5/22/2005 • STRUCTURAL Murrieta, CA 92563 o8-1107 • is[ ENGINEERING (951) 600-0032, (951)600-0036 Fax • 0 114-1731MMS 91110 i I WN.'r 13 Wtl ur, :M of rn at Rear Dead(psf) Live(psf) A,(5f) Reduced Live Load(psf) • Roof= 26.0 26'0 0.0 20.0 Lr=Lo, P"FZ2, P"= 1.00 JR2= 1.00 Wall 0.00.0 Roof Pitch t4 ]:12 72.8 40.0 L=Lo(0.25+15/(K,A,)^0.5)) at X1 lbe from P2= =0 [be from • P3= lbsfrom at X3= ft Roof = 4-0.0 psf ft/2+ ft)= 0 Of • Wall = 14.0 psf Ift + ft)= 0 Of Floor = 54.0 psf j�'A1.-"jft/2+ m ft)= 110.7 pIf 13com Weight 7 Of+ W1= 117 Of L Start at X �fiq ft End at X= ft • ,, Roof = 40.0 psf* ft/2+ 0 ft 0 plf 1 Wall = 14.0 psf' O- ft + ft)= 0 plf • Floor 54.0 psf' ft/2+ ft)= 0 Of W2= 0 Of • Paetial Uniform Dislwi itiiitedaLoad 1M3 Start at X= =O ';Oft End at X=0ft • Roof = 40.0 psf t-'1+0 ft/2+ ft)= 0 Of Wall = 14.0 psf'( ~0 ft + 0 Of • '4 Floor 54.0 psf ft/2+ ��0 ft = 0 Of • W3= 0 Of • • F, 1.00 1.00 Wo 1.00 P_; W6. • E IDO 1,00 1.00 K1= 1043 1170, R2 1043 1bF F, too WO 1.00 1.0o l5roArca: 1.67 in2 Area: 1.67 in2 Mmax= 55517 in-lb. Vmax= 1043 - 1b5 x Deflection(Y) .0.25 In • + F�, 2325 Pei. Fo+L, Allow Drflrti(Y)=L/ 240 = 0.89 i OK E= .1.55 X 10^6 psi F�= 285 Pei Glu-lam Camber(y) in(.3,500 ft Radius) 5ACt= 1711'160= 74.7 ir,5 > 9RE4 = Ml. / F'1,= 23.9 in 3.... OK ABCs= bd = 28.0 in2 > AREQ = 1.5*V,,,./F,= 5.5 in2.... OK I Al= M3112= -597.3 in' > 11EQ=YaCt*l act/Ylq"OW-- 190.7 in'.... OK I W71 -0 • • WA1107\Enoirieerimg\1107 Man 2875 7 of 38 • `• 67 • .: It1�JUVATIVE 29970 Technology Drive, Suite 204 ?jate: 5/22/2008 SE STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax (A • - 'u ^�w,.- • 5irri f Su sor ed U1/ood Beam Calcu 4.0 7 Header.at Left of�FaM1 = 5p�n��). 45Q . ft.., _ • Loa_d f;er 2007 C6C 16t?7;99�&16a07:tf2 • Ocad(psf) Live(psf) Ati(sf). Reduced Live Load(psf) • Roof 0.0 2.0.0 Lr=Lo R RZ, R1= 1.00 R2= #.00 Wall= :;. 140 ..:;;: Di0 ;: 0.0 0.0 Roof Pitch= „�4�.' :12 • Floor �F00`'sip. 180.0 40.0 L=Lo A=)^0.5)) PbiriLoads: P1= �0. Ibs from at X1= _'0:00•ft ' P2= =:.. 0=._. Ibs from :=-_ _ A' at X2:"0.0 ft • � P3= 0' Ibs from - ' " = ' at X3- "O Q ft " s� - Roof = 40.0 psf'( } O: ft/2+ MT ft)= 0 pif Wall = 14.0 psf•( p ft + `=M O�.:ft)= -0 plf • Floor = 54.0 psf"( `-I `ft/2+ `L] ' ft)= 1080 pif Beam Weight= 7 plf+ W1 = 1087 plf • Pa'rtiial'1Jiiifarm 1?4`lbutieds004 W2': Start at X - O ft End at X=F-I-ailft Roof = 40.0 psf'( 4 Oa- ft/2+ O,"'ft)= D pif • Wall = 14.0 psf'( .t ;ft + a''Q;i";ft)= 0 plf Floor 54.0 psf'( =U"L,. ft/2+ O4 ft)= 0 plf • W2= 0 Of • artu�I Uniform'OiStnbuted Load W3 u` Start at X= O` ft End at X= ft P • Roof = 40.0 psf'( W O' :;ft/2+ 0 ft)= O plf War = 14.0 psf' ft + D ft)= 0 pif Floor = 54.0 psf"( `"r0".,� ft/2+ t7 ft)= O plf _ W3= 0 pif _ ldju6tment�actar5;({r, :�`r��3 . Fr 1.00 1.00 1.00 1n0 -,'- COLO ng-Resiii • E •1.00 1.00 1.00 '1.00 K1= 2446 Ibs, R2= 2446 I be 1.00 1.00 1.00 1.00 OrgArea: 3.91 in2 Area: 5.91 in2 • Mmax= 33027 1 in-IL,, Vmax= 2446 Ibs • ': rDe Ign:Yailus ar Max Deflection(Y)= 0.08 in Fb= 1350 • ' psi D+L. Allow Oeflctn =L/ 240 = 0.25 in.... OK !� E= 1.60 x i6^6 psi • 1 = 170 psi Glu-lam Camber(y) in (3,500 ft Radiu5) Activall°S$ct}oii6q'r"q �Gice:` gv6 ;,-W. ` Reo(ul%edPe ionrPro ierCiss �, • 5ACT= 17d2/6= 27.7 ins > 5REa = M.K / F'b 24.5 in3.... OK AAcr= bd = 30.3 in2 > AREQ = 1.5`V,..a /F' 21.6 in2.... OK • I ACT= bd3/12= 76.3 in4 > IREo=Yact'I act/Yallow= 27.9 in4.... O K 5 DOU, 1 �lr Gra lc Jf�.r;: ;1y, • • • W:\110-AEnginaering\1107 Plan 2575 8 of 38 - • INNOVATIVE 29970 Technology Drive, Suite 204 Gate' 5/22/2005 • IS[ STRUCTURAL Murrieta, CA 92563 #; 05-1107 • ENGINEERING (951)600-0032, (951)600-0036 Fax n -- jft • i ��.�' � �' ���Hcs�cr�a�Ri�hts�f,�Kiircheri�� - _ • x Loads Per 2�07 C6C-i6079"b 1607:11�2 r�" �; � .��: Poad (pc' } Live(psf) A,(sf) Reduced Live Load (psf) Roof 20.0: 2Dc0- x 133.9 20.0 Lr=Lo K P.2, K1= 1.00 K2= 1.00 Wall 14O 0:0�_�= 0.0 0.0 KoofPitch= :12 Floor -40.0.1v 74.4 40.0 L=Lo(0.25+15/(K,,At)^0.5)) • Po�nt';Loads:1 'LO Ib5 from • = -_. W -. •� •._. �_. Oft P2= , `0 `�� ibs from ;, at X2= x0 0_ ft • P3- �.,. .. lbo from '.';; ,... .,::.:. = - ' .. .- at X3=�C)0==ft A- L_ Roof = 40.0 psf*( 30:5=ft/2+ Nft) ft)= 650 plf Wall = 14.0 psf*{ 8=�_ft + ) plfFloor = 54.0 psf`{ E�17:5 ft/2+ = 472.5 plf beam Weight= 6 plf+ W1= 1255 plf PAi-uia1 ufiifotmj 00 tr utecl`.t:osils:-W2 .:: Start at X= .,0- ;ft End at X= ft • Koof = 40.0 psf*( ea Q :'' ft/2+ ' 0-`; ft)= O plf . Wall = 14.0 psf`( „.�Oq�.^ft + „'`CJA•:ft)= 0 plf - --- Floor =T 54.0 pef*( 0�L ft/2+ = 0 ft)= Q plf - ~ W2= O plf • Partial;sUiiifoririDistri_buteil;E:oad:W3 €; = g3;s Start at X= `0.-� ft End at X= - 0 .t ft . Roof = 40.0 psf`( 0` ft/2+ L ft)= 0 plf Wall = 14.0 psf'( _ a ft + it Q& ft)= 0 plf Floor = 54.0 psf'( .;07= ft/2+ D ft)= 0 plf i W3= 0 plf • a�.��Ad3`uctment,;FactarSW(C)� �= . • Fb 1.00 '1.30 1.00 1.00 '_- � LQading,Results ' ^ice , E 1.00 • 1.00 1.00 l.00 K1_ 42666 A�16s, R2= 2666 lbs F, 1.00 AM 1.00 1.00 BrgArea: 4.27 in2 Area: 4.27 in2 • Mmax= 33993. in-lb, Vmax= 2666 Ib5 "DaSi n`Values r Max Deflection = 0.05 in. ix w1A g._ (Y) Fb= 900 psi D+L. Allow Deflotn( =L/ 240 = 0.21 in.... OK E= 1.60 x 10^6 phi • F = 180 psi Glu-lam Camber(y)= 0.01 in(3,500 ft Radiur,) Actul�5etiottPrapaties .. .." Yr" �a•cfaRegiii�d��cutio�c . 5Acr= bd2/6- 30.7 in3 > 5RE0 = M.. / F*b- 29.1 in .... OK AACT= W = 25.4 in2 > AxEo = 1.5*V../F' = 22.2 in2.... OK I ACT= bd3/12= 111.1 ir" > IREO=YaCVI act/Yallow= 27.1 in'.- OK • c.-as.,, _ �. i ate.��, ��.� r r..,,.,...,._ ....�,... ... ,,p�,. :PC'OVIGI� 1. -• �}:. . _X ., „��,�$.�#, :548,�,Daugla5„�„�clGrad_e�� , a2 • • • . WA11071Engineerir011107 Flan W75 9 of 35 • .''Stit� B 9 INNOVATIVE 29970 Technology Drive, Suite 204 Dntr 5/22/2008 • is[ STRUCTURAL Murrieta, CA 92563 08-1107 • ENGINEERING (951)600-0032,(951)600-0036 Fax -- � ?� �5r_rn" �', Su orC.edYVo"od�Bearr%Calculation..k `� rya $Dro Beam`at f ront of ParchA, = 5hana(L_) 6r0_z ft oad�Per 20Q7 GBC-160,79,�&16Q7:12 Pead(psf) Live(psf) A,(sf)µM Reduced Live Load(psf) • Roof =_2O`D` 200 '" 4ao 20.0 Lr=Lo R1R2, K1= 1.00 R2= 1.00 Wail v1140 �� 00 P 0.0 0.0 Roof Pitch= : 4-=; :12 Floor 7_•,.i4.0 .sµ; .:40.0 0.0 40.0 L=Lo(0.25+15/(K,I A,)^0.5)) P1= 0; _ Ibs from ? _at Xt= 0 00 ft • t , . . P2= a, Q The from _ at X2= 01 ft • P3= -t-;0 = Ibs from �- =--_Y �' at X3=__OAS ft Roof = 40.0 psf"( 5 ft/2+ 1 ft)= 140 plf . Walt = 14.0 psf•( O ry ft + 0 ft)= 0 plf Floor = 54.0 psf•( O ft/2+ p ' ft)= 0 plf Beam Weight= 5 plf+ W1 = 145 plf Pail tal uh1forrn QiUtr<but.>2J,Load W2 M r? Start at X= '0 ft End at X= ,SOT ft • Roof = 40.0 psf"( 'Q r,ft/2+ 0_.'T ft)= O plf • �� Wall = 14.0 psf'( �. ft + 0_ ft)= O plf • - Floor = _54.0 psf"(- - :- `0 ft/2+ O; ft)= 0 plf W2= 0 plf Partial;Uiiifdri D1:£rlbiited load W3 Start at X= A ,;ft End at X= •O;. ft �. Roof = 40.0 psf'( 0'-, ft/2+ _0 x ft)= 0 plf Wall = 14.0 psf'( °.�"0�' ft + = C> "<ft)= 0 plf Floor = 54.0 psf'( [ Q4 ft/2+ D'r;ft)= O plf • :u_.. W3 0 plf I • Fr; 1.25 1.30 1.00 1.00 Loading pe5u1t5 E 1.00 1,00 1.00 too � FI= � 482 Ibs, _R2= 482 lbs F, •.25 too 1.00 1.00 BrgArea: 0.77 in2 Area: 0,77 in2 • Mmax= 9653 1 in-Ib, Vmax=l 462 Ib5 x DeSign;1'alue5: Max Deflection(Y)= 0.08 1n • Fb 900 pyi 0+L. Allow Doflctn(Y)=L/ 240 0.33 in.... OK • E= 1.60 x 10^6 psi • F = 180 i Glu-lam Camber(y)= 0.02 in(3,500 ft Radius) • ��,_ .,._.��, ;/lctuaGSectlori;Pro crtie5 :';.:... "._+is•�?� �=�:��Requirez�i.5ection f'ropert,es '�' �•,�_''•=', • 5Acr= bd2/6_ 17.6 in3 > 5Reo = Mw. / F'b- 6.6 in3.... 0 K. .. AAcr= W = 19.3 in2 > AaEo = 1.5-V,,./F = 5.2. in2.... OK • I Acr= bd3/12= 48.5 in4 > IzEa=Yact'I act/Yallour_ 12.1 in4 OK • :Ptf�!IG��=�.��_''�- �; V.a� '`w � ° x� ���.-,�X'", n�- � 545=�ouglaS FliGr� "2': • • W:\l107\Engine-Hng\i107 Plan 2875 10 Of 38 D 10 • INNOVATIVE 29970 Technology Drive, Suite 204 5/22/2005 • STRUCTURAL Murrieta, CA 92563 05-1107 • IS[ ENGINEERING (951) 600-0032, (951)600-0036 Fax 10-W- 1. 00 M. Car Garage 'G7 • jft .. ........CBG . �IM&Loa05 2a0A 1 11 21k ......... Dead(psf) Live(psf) A� KeduccA Live Load(psf) • 10 Roof '4'�- 6.3 20.0 Lr=LoP,,F,,,, K1= 1.00 R2= 1.00 Wall 0.0 0.0 Roof Pitch 11 4&1:12 Mh Floor 17 14. ...407,0 40.0 L=Lo(0.25+15/(Kl k)^0.5)) F1= 1bs from at X11=E00 ft P2= "k-Q`- Do from F3= 1b6 from at X3=k2m ft; IMN 1;®r 10 ri i f 0 JJ;M-i p ro H ztoad;Vm VI ,:=,- Roof = 40.0 psf*( 12 ft/2+ ft)= 280 Of Wall = 14.0 psf*( 7= 8 ft + 0 ft)= 112 Of Floor = 54.0 psf*( 2050=ft/2+ 553.5 Of • Beam Weight= 8 Of+ W1= 954 Of iWtZd tq'W-'WZ- -=d -,.ft End at X= ir±_ ft • Roof = 40.0 psf' ft/2+ ��i'o ft) 0 plf Wall = 14.0 psf' ft + Z) ft)= 0 plf Floor = 5+0 psf' ft/2+ eft)= 0 plf W2= 0 plf 5tart;at X ft End at X= 0 ft Roof = 40,0 psf' ft/2+ -ft)= 0 plf GO- Wall = 14.0 p6f* 70T ft + -6-.. ft)= 0 plf ft) 0 plf Floor = 54.0 p6f' "bi T ft/2+ W3= 0 plf 1.00 IDO 1.00 1D0 aiding RcSuit, • E 1.00 1.00 1.00 1.00 R1= 3972 lb5' K2= 3972 Ibc, 1.00 1.00 1.00 1.00 DrqlArea: 6.35 412 Area: 6.35 in2 v Mmax= 99248 lin-lb, Vrrax=j 3972 jjbo • W " -4�qgn* gp' + 14C Max Deflection(Y)= 0.27 in F,= 2325. psi 1)+L, Allow De,-flrtri(Y)-L/ 240 0.42 in.... OK • E= 1.55 x 10^6 psi F.= 265 Psi Glu-lam Camber(y) in(3,500 ft Radius) Properties � -n- • 5ACI= 52.6 in3 > 6KE0 = Mm- F'0= 42.7 in'.... 0 K . AAr ARZO = 15*Vr,.K/F, 209 T= LM 33.3 j,2 > . in 2.... OK 1 ACT= L?i5/12= 250.1 jM4 > IPEQ=Yact'l act Yallow= 160.0 in".... OK r. '5' X • 11F KeRld MOW=mma. .." m W:\11071Enqincerine\1107 Plan 2875 11 Of 36 • 5ht 13 11 INNOVATIVE 29970 Technology Drive, Suite 204 p ,' 5/22/2008 is[ STRUCTURAL Murrieta, CA 92563 08 1107 • ENGINEERING (951)600-0032,(951)600-0036 Fax �`o -- • . d�'_`.. 52-. sr. •-"ti-.. 3':--ri1•�5::"� i Y`��...:L5 '- SimI. �J�I1 OCG� WOOG� B�eam Calc.11ation, , - _ 11 T,u`Y• r *2=Garr-Ga age,Header , ORM"IM) t 16 W ft • Loads er 2007 C--BCD7:9 8�16a71P2 • Dead(pro Live(psf) Ati(6f) Reduced Live Load(pef) • Roof 212.3 19.8 L r=Lo RjRy R1= 0.99 1 R2= 1.00 Wall= ;'F-` 14D=- = w 0:0:= 0.0 0.0 Roof(itch= `: 4+ :12 Floor= NE. 33.2 L= Lc (0.25+15/(Y.ii AL)^0.5)) ��:f'o1rltLoads:���, Y1= 04t ft • f 2w O I bs from - w As- at X2=, D 0 " ft • P3= r _ _; Ibs from at X3= D O_ft . -= *Uniform Di6tr10uted'I ob4.W1 Roof = 39.8 pof"( f2 ft/2+ Mft)= 276.5 plf Wall = 14.0 pef'( = ; ft + ft)= 112 pif Floor = 47.2 psf'( ;2C350 ft/2+ ft)= 485.7 plf • _ .. ... . . Beam Weight= 15 plf.+ W1= 859 plf PXPi ial?ilnlforNDi0W-Tted��l•1 AORW2 E -°• Start at X= 16- :ft End at X= . O,-, ft Roof = 39.6 psf'( 0._ - ft/2+ 6j ft)= 0 pif . Wall = 14.0 psf`{ ;T V?+L ft + s`(jft)= O plf Floor = 47.2 sf' -`.: 0- : ft/2+ Oft)= 0 pSf W2= 0 plf S PartiaE<Unifociri pistri6utcd'Coad.W3-`= 5tart at X End at X= ft . Roof = 39.8 psf'( 6 ft/2+ _ 0 ft)= 0 plf Will = 14.0 psf'( uF O ft + O. . ft)= O pif Floor = 47.2 p5f'( 0_ ft/2+ _`D-71 ft)= Q plf • W3= 0 plf Ad�uStinertt;FactarS C) CWONt- • Fy 1.00 1.00 1.00 1.00 Loadirtg•f e5ult5 • E 1.00 1.00 1.00 1.00 Kt= 7260 lbs. R2= 7260 Il* F 1.00 1.00 t.00 t.00 6rgArca: 11.62 in2 Area: 11.62 in2 • Mmax= 355681 1 ir14, Vr = 7260 e Max Deflection = 0.54 in Fy= 2325 psi D+L, AUow DeHctn(Y)=L/ 240 = 0.82 in.... OK • E= 1.55 x 10^6 psi . F = 285 Glu-lam Camber(y)= 0.11 in(3,500 ft Radius) f� Actual 5ectiori;t'io ernes iiui'r•"ed SectiOk,Pro ernes 1'+ �; 5ACr bdZ/6_ 189.0 in' > 5REo = M.. / FL, 153.0 ins.... OK • AA,,r= bd = 63.0 in2 > AREa = 1.5`Vm /F' = 38.2 in2.... OK • I AC= bd3/12= 1701.0 in4 > IREo=Yact`I act/Yallow= 1124.2 in4. OK • Provide:. .RAY~- �,. I ;0 MOW, I�a�` S • W:\1l07\Engineer!ngk1107 Flan 2875 12 of 38 • �°�Fv: B 1'L SENNOYATIVE 1 29970 Technology Drive,Suite 204 Da 5/29/2.005 . IS[ STRUCTURAL Murdeta,CA92563 NW� 08 1107 ENGINEERING (951)600-0032,(951)600 0036 Fax D • b �pce+al&5e15mic=L'oad Combination5 for Dl9c0ntlnuou5,5hearWiall &5u ni-Gin Beam i7esl n er 2007 Gi3C Seismic Load on Beam - , �M of2nd:Fl00r-t7;i:-. =,W"" Wa»Length: • Salsmic: 5um: 9 Load= 5.84 psf' '::.30.-. ft• s19'�i (f/2) - 1.664 Ib 4.5 • Load= 0:00__ pyf• _ .0. ft' _ ;D (fGa) = O Ib 4.75 Load= U.00=. psf, o;: ft' (ft/2) O Ib . Load= F�_O:GD. fit• 0 .': (ft/2) = 0 lb, Shear(Ll5.)= 1,664 It, • f)= 3 PerA C-E7-0a reN&12.2-1 • E„,h=()a'Q� = 4993 Ibs< 1'erCBCSect/on 1G�4ci 15LE7,5ectlon 124.3 Load at Wall(E,„h) 4,993 jibe Wall Height=�ft Moment Arm _ _345. - ft Down Force= 2755 Ibs(use at-seam Design) • O.T.M, = 39,946 ft-lb .r'� � �..� 51m I�Su'"oi�ecE;Wood�BeamwGatcu[ation ��w • 92 - FfiiSh 6ealri over.garage • LuadejPcr,�2007�G8C��1f07.9 1607:i12.4a1605:4 '�b� ��-p,�- . Dead(psf) Live(pef) A,(sf) Reduced Live Load(psf) Roof= 720:0 ...."' =:20.O. j 0.0 20.0 Lr=Lo R�R2, R1= 1.00 R2= 1.00 Wall= :R 14.0'' ;a:: ''O.Q; 0.0 0.0 Roof Fitch= :: _,- :12 Floor== _ 14D 40D- 54.7 40.0 1 L=Lo(0.25+15/(Yy A,)^0.5)) K:F oLfL Loads, F t= 2.755 Of,from I C3C Load Caw 1605.4 at X1= - • P2= D: Ibs from atx2= w5.5 ft F3= =r-D Ibs from 1'" r '' - at X3= .O.O.r ft • 1.2D+0.5L= Roof = 34D psf'( O= ft/2+ 0 ft)= 0 Of 1.2D= Wall = 16b psf•( =0 ;;ft +1. 0 ft)= 0 Of Floor = 55D psf'( 267?ft/2+ =ft)= 73.4 Of Beam Weight= 7 Of+ W1= 80.2 pit FAt--j'Uh1form Start at X=:' O`� ft End at X==ft • = i.20+0.5L= Roof= 34D '•psf'( '1 'O ;ft/2+ �ft)= 0 Of 1.20= Wall = 16.8 psf L,0`3 ft +=ft)= 0 Of • �� 1.2D+0°5L= Floor = 55.0 psf ( 'O.i`ftJ2+ O`= ft)� 0 Of W2= D Of Parttaliinlform Diittril toil:=Li3ai1:W3 's.uu'r,�. -`�+++w Start at X=. 0.V ft End at X= • 1.2D+0.5L= Roof q 34.0 psf'( - 0�ft/2+ :-g4 6 4=ft)= 0 Of 120= Wall = 16b psf'{ O--M, ft + _ -0- ft)= O Of 1.2D+05L= Floor-= 55.0 psf'( -0 :ft/2+ O'',Y ft)= 0 Of W3 r D Of Adfust+ient Faciore F 1.00 1.00 1.00 LOO e)w .:s. 'ra" v';Loadixg;Rceuits�x;;;+ r aJ.: • E 1.00 1.00 1.00 1.00 R1- 3308 Ibs. R2- 1091 Ibs p iD0 1.00 1.00 t00 5rgArea: 5.29 1n2 Area: 1.75 in2 Mmax= 110221 in-lb, Vmax= 5308 lbs • :Ft7aslg}kaValifab:' ?1N.£ I Max Deflection(Y)= 0.46 in • Fb= 2325 psi E= 155 x 10^6 pal • F 285 P61 G111 lam Camber(y)= O 18 In('3 500 ft Kadws) d Aatlial;SeetFai;P rfiee vs :: S Requirod;5aetion f roper es ".:= • Secs= bdzl6= 74.7 Ina > SRea = Mm. / F6= 47.4 in3.... OK A,= bd = 28.0 in2 > Ar-o = ).5 V,,,,,,/F' = 17A in2.... OK =bd'/12= 597.3 in W:111071Enginccringk1107 Plan 2675 13 of 38 • • � r6hk b 12 • INNOVATIVE 29970 Technology Drive,Suite 204 Uatc 5/2912008 STRUCTURAL Murrieta,CA 92563 081107 IS[ EBGINEERIN6 951 600-0032,(951)600-0036 Fax s±` - • sa Shear W 11 ec 1t on er 200 CB( Section 2305 3 2 s j A5G ti7 p5 Sectlr�n 12.8.6 i SuOprtina m bca Deflection • 6 Front of 2nd Floor Total Length of Shaar Wall 5agmentr,= 9 •x.a ^;;5ei8niicf Wnd Load;(StFengtFf Level)•Pei Galculatiorf'ehaat:g n ` T VJ-6'.:;: • Load,v= 1,664.-_ u ibs x 1.4! 9.25 ft = 252 plf SFuar,Vlall fy e ` 4' '_' rsrveiail:dh5m&Calcvii n'5hecic '_YJ'6 jg— + 1loldownffcnon Ties N/ .( + wt r:.2 " xs s - 5henrWalCDiB_taecment a r(s'BG 5coWons2805,3.2I u'atim123.2 `= °"a,�;°�=• "`- • 6'm = 8vh3 + yh + 0.75he + hd, • E A b, Gt b • =A _ -:2 , = Area of boundary Element Gross Section(in2) °''`ity a = ".:`O, Q,�• vertical Elongation of Overturning Anchorage(in) Elastic Modulus of Boundary Element(Psi) e,Nail Deformation(in)-Table 2305.2.2(1): • b/Fastener= 84.0 8d Common Nall at Shear Wall Types 6,4,3,&2 (21/2"x.131'7 • Hanc increased e,by 20 L 10d Gammon Nail at Shear Wall Type 1 at.S.W.Typee 6,4,3,&2 for Non-Structural I Plywood (2 ve x.148'7 • RI -OD12+ Nail Deformation(in)-Table 2505.2.2(1)_ 23.�62' Rigidity of Plywood(lbfin of panel thickness)-Tabla 2305.2.2(2) 058,24/0 Span Rating,(15/32"-S.W.Type 1,5/6"-All othem) Wall Height(ft) • b 2b2-• _ Mapmum Design 5hcar(Plf) b 9.8 s Total 5hcar Wall Lengths(ft) 1, =0.6'13 a=in. E/aeticS.W.0r5p/acement Per CE =6..32+ Supporting Scam 0e9ect/on per 1605..4 ap Amplifled.Ela stac Shear Will DI�Spiaeemerrt(lnelaet+c Range} b; { - • is ""> __- :`--•. "ar ASGE•7=05 5cctian 12:8.6`E Deflection Amplification Factor � 4 G+axe a Per Table 12.2-1 Importance Factor Per Section 11.5.1 t f7 N mi '2:4': Amp/ifa Elastic B.W.Olsplacemens Per ASCE 12.8.6 !,Atiowabla.Story:Drift,A;�per ASCF 7-05:5eeU6n 12.12 ® 5ccupancy Catagory = u • 0 Q 025 h„ h = Story Height 72.4•,_in. 6. c A Story Drift is OKI • W:U107\Englncering11107 Plan 2&75 14 of 38 t WA 1 IS[ INNOVATIVE 29970 Technology Drive, Suite 204Date 5/22/2008 STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax `, Wind Loads�' SCE 7 05 Allowable.5tres5 Deli n` rR► idsStructure�: >1:Q=Hz� " Structure Period,T= = "".- 20 `- = f=1 /T= 5.00 Hz >1 Hz..... OKI Basic Wind Speed(35-Guot),V= 85: ;, mph Figure 6-1 • Building Occupancy Category= _ _. 114' Table 1-1 • Wind Importance Factor,Iw= 1.00 Table 6-1 Exposure Category= Section 6.5.6 Mean Roof Height,h 20_` ft • Building Length,L= - 52 ff,ft Figure 6-6 Building Width,B= ,.m_: s :.. 1 dr ft Figure 646 L/B= 1.50 Figure 6-6 h/L= 0.38 Figure 6-6 Roof Pitch = :° 4, :12, 0= 18.4 degrees Vu• To o ra hic Factor, 5ection 6.5.7&Figure 6-4 p g p Y`zc= - • Velocity Pressure Exposure Coeff.,Kh= -0.62 5ection 6.5.6.E&Table 6-3 • Directionality Factor,Kd 5ection 6.5.4.4&Table 6-4 Gust Effect Factor,G= =0,85 T 5ection 6.5.6.1 Enclosure Classification= Ericlos"ed Section 6.5.9 Roof Velocity Pressure,qh&qZ= 9.75 psf a=0.00256 KhK,K,V`I.,Sect 6.5.10 Wind Pressure'-Section 65:1221F Ri"id �"' ; • External Coefficients=Cp- Figure 6-6 5ection 6.5.12.2.1, P=qGC,- (GC ,) Internal Coefficient=Gcpi - Figure 6-5 +Internal -Internal 1� Windward Wall Pre55ure, P=cyG`(C,= 0.80 ) - gz'(GCi- W_0.:18 )= 4.57 & 8.38 paf 2 Leeward Wall Pressure, P=ghG`(C,= -0.44 } - cG,`(GCi= -0'18u )_ -5.40 & -1.69 psf • 0 Windward Roof Pressure, P=ghG-(C,= 0.03 -1.48 & 2.03 psf P=ghG'(C,= -0.4,5 - q,h'(GCi = 70.18. -5.34 & -1.84 psf • ® Leeward Roof Pressure, P=ghG'(C,= -0.57 ) - gh'(GCi=;,`a0.1$' } _ -6.47 & -2.96 psf 44 y hr= :- 20:'Ct ft ® 0 !/� x h2= g„,8.5= s.ft ft ® hr -. h2 1y_ 2 Story DeSEgn'�ti''`', Tf(?C=DErection) ® 2nd Fir Windward Wall,Pl'h2/2= 36 plf O 2nd Fir Leeward Wall,P2'h2/2= -23 plf xe A41�tw.t>:e � Wind Roof(Pos),P3'(hr-hj-h2)= 6 pif h, 1 �O Wind Roof(Neg), P3"(hr-hj-h2)= -15 Of - > -44 plf y Leeward Roof, P4`(hr-h) = -18 PIf 1 - > -53 plf ® NY ly ;: 83 0iff I plf 15t Fir Wind Wall,P,'(h2/2+h,/2)= 71 pff 1st Fir Lee Wall,PZ'(h2/2+hl/2)= -46 plf plf . � yL'3endarce „r, �290� plf L2 INNOVATIVE 29970 Technology Drive, Suite 204 5/22/200.3 • STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951) 600-0032, (951-) 600-0036 Fax k A Proposed Project Location: City of Lake Elsinore, California Latitude,deg Longitude,deg • Governing Code: 2007Cs1ifornia Buildingfr'-117..522 Code(C5C) 325.156! - • *5oi15 Report: Albuo-Keefe Job 1216.02 Pat;CJ # 24-Jun-08 k '9 CH __ * '11 )ffl! - W 4 _[56TWA. 'CE7'05-'-:--"J' Ea rtliquakc-Dc514n-Parametero 001M&IN Roof= pof 5ite C1355 � 0; Per Table 1615.5.2 . . . . . . . . . .. . . . . . . . . Wall= Eli 10 pof Short Period S.A.,5,= 1 U5 5 • Total 2nd Fir= 30 Pof 15 Period 5.A.,51= L15G5 =------------------- 7. F5 I Floor= f Site Coefficient,F.= 1.00 Table 1613.5..3(l) Wall= pof Site Coefficient,F,= 1.50 Table 1613.5.3(2) `otal lot Flr= 304 p5f _ 5m5=F,555= 1.50 EQ 16-37 • Total Weight(W)= 64 1p5f J 5m,=F,51 = 0.90 EQ16-38 5pr,=2/3 5m5= 1.00 EQ 1105-39 • Vt- 50,=2/3 5m,= 0.60 EQ16-40 Seismic Design Category= I? 16 5(1)&(2) • h V-" Height of building,h,,= 22 20.00-t� ft . . . .7 Response Modification,P,= ro 50.7il Table,12.2-1 Importance Factor,le. 1.00 [Table 11.5-1 1 Occupancy Category Z.F7 :I Table 1604.5 5ciornic PaDion Parameters per Soils Report ay provided r 12 2007 PI LF&66 ANO"" Tables listed above are located in Chapter 16 of Governing Code V=Cow, 12;&2 1,4it � C5 (K/l) = 0.15 C, = �0.OZ Table 12.8-2 C5 F 5p, T(P,/I)= .0.49 Max X= q,7 Table 12.8-2- Cc,= ' 0.01 Min T Ct OX= 0.19 9.&5 p5f Long Period Trans TL= Base Shear,V= Figure 22 Allow Stress V/1.4= 7.03 pef QL (sect. 12.3.4.2) p= 1.30 Rho on 0 Eh = pQc= 9.14'. pot Wi hi Wihik Ewihi' *Fx(p&f) 7—Fx(pof) Ev=0.25D5l) 30 510 510 5.54 5 84 =Roof(Vr) 34 166� '; 259 799 3.31 3., =Floor(Vf)_ 64 = 0 0 1 799 0 W" =Base(Vr+Vf) O * Fx=C,,V Cvx Wihi k/EWhi" k=1.0 WA11071Enginccrire\1107 Plan 2875 16 of 38 5frt W 1 • 29970 Technology Drive, Suite 204 ate' 5/22/2008 INNOVATIVE 9Y • STRUCTURAL Murrieta, CA 92563 08-1107 • ENGINEERING (951) 600-0032, (951)600-0036 Fax n : bon-,Total Length of Shear Wall 5 g ents• T1 em =12 SeiSm�c Load 12 • Load pef x _ 23... ft x 9 ft/2 = 762 165 . . Load = '`QUO' .. p5f x 4 0_'L ft x = D: ft/2 - O Ibs • Load= y O:OQ ` p5f x0== ft x ft/2 = O Ibs Load= 0.061. prof x O ft x 0 '� ft/2 O Ibs £ ;R - Load= r :00 = PC x0 _;`` ft x .v=•0. ft/2 O Ibs • Load- 0`DO p5f x ='= 0 ft x .0" ft _ D Ibs .¢. • Total Seismic Load=Pp< 762 % Ibs • � - s n a Wid L-,ad .. Load plf x 9 �ft /2 = 374 Jbs • Load = ? D`'= plf x' G:_: ft /2 - 0 Ibs • - Load = :;0 x Of ^c_O_: ' ft /2 0 Ibs . Load = I.I.- D plf x :.p ft = 0 Ibs • Total Wind Load= " '374 = Ibs w Aa • ✓-egmenented �i, ar�W�a�IICheck*pe'r G; abl,e 23(76.41 • ""Keduced by 2w/h per YPe .1, 1#{JE) 10 a`Wi +h (.f` v.•Ifs ,allo�xb p�f) 'Ype • CBC.Table 2305.3.4 5eismic 762 12.00 64 260 6 • a5 applies Wind 374 12.00 31 260 6 • 5trap at Wdw/Door= I J WDW right= O yr. ft, Aspect Patio- O I .1 Shear°WaIIFEt€dPo5tTi3i,Ho[douvrv;Desigh -. -- 'Worst Case WaEI 'n�,,; Shear Load at wall :/62 Ibs Height= Overturning Moment(O.T.M.)= 6096 ft-Ib Width = T,°=12 -.`• ft Resisting Moment(K.M.)= 10944 ft-Ib Trio Dead;`oaa.oWa!! • - �<.°��, aif O.T.M.- 0.9 R.M. _ -3764 ft-lb • Roof= = 4. ',ft/2 Uplift= -313. Ibs Wall = ;_ µ 8j ft Uplift from Shear Wall Above= s , , lbo . Floor= D ft/2 Total Uplift= 313 T , Ibs • Provide: No Floor to Floor 5trap w/ No Post • Provide: No Foundation Ho€down w/ No Post • Diaphragm Stress,t7rag Go(lector5&Tbp Pfa�Ge Design • Total Lateral Load,V= 762 Ib Top Plate 5tres5= 26 plf • Length of Diaphragm,L= '' '°29 ft Top Plate Drag Length= 10_ ft Diaphragm Stress,v=V/L = 26 plf Top Plate Splice Load = 263 Ibs • Length of Shear Wall Line,Lw = _= 29 b A� ft Provide: 0516 Hardware Spacing = 201 "O.C. • WA1107\Engineerfng\1107 Plan 2875 17 of 38 • re•- W 2 • INNOVATIVE 29970 Technology Drive, Suite 204 5/22.12005 • Murrieta, CA 92563 #: 06-1107 STRUCTURAL ���` r • ENGINEERING (951) 600-0032, (951) 600-0036 Fax ❑ __ roorrt-2 -- • Total Length of 5hear Wall 5egment5 - 42 z 5'emic Load _ 2 8 Load = 5 84 p5f x ; 29 ft, x ft/2 - 762 Ib5 7.25 • Load = p5f x 45 .. ft x -;..30:5 ft/2 = 4275 Ib5 • Load = O0:`; p5f x , �` ft x JO - ft/2 = D Ib5 Load = t D col_., p5f x $3 ft x 0 _T ft/2 = O Ib5 • Load = =D DO: p5f x =--�0 ft x :T`"0= ft/2 - O Ib5 • Load = 0 Dam. p5f x ^07 ft x _-O= ft = 0 Ib5 • Total 5eiemic Load = '5037 Ib5 • ate b1nd l oad • Load= 83 pif x 39:5 ft /2 = 1639 Ib5 • Load = a plf x :._4 ft /2 - 0 Ib5 • Load = .. Q � pff x D;. '= ft /2 - 0 Ib5 • Load plf x �_:O_ `: ft = O Ibe, • Total Wind Load = 1639 uM Ib5 • - - 5egmerrted 5h �4�Vali Check�per•GPG Table 23D7�.1 • - ""Reduced by 2w/h per IRMT MUU10 Q'OR (UN TFIftt) vl{�l`f)Y ;IIj"2 r CBC Table 2305.3.4 5ei5mic 5,037 15.25 330 370 1 a5 applies - Wind 1,639 15.25 107 570 1 strap at Wdw/Door V. Y WOW Hght ,4 ft, Aopeot Ratio= 0.2 1 • �' 5hear Load at Wall= 5037 _ Ib5 CaeWallr^i _ Height= " 8'`- ft Overturning Moment(O.T.M.).= 40296 ft-lb • Width = ~-.- _I ft. Keoiotin Moment R.M. 45486 ft-lb 7i` 'DeadL+, oenWa O.T.M. _0.9 R.M. -641 ft-lb • Roof= _ 4==,::;} ft 12 Uplift= -34 Ib5 • Wall= TS -a . ft Uplift from 5hear Wall Above= O - Ib5 .. _ s. • Floor= -0. ft/2 Total Uplift • Provide: No Floor to Floor 5trap w/ No Post • Provide: No Foundation Holdown w/ No Post • Diaphragrta 5tre55, Drag Golle" 'ttir5&'To°p�Plate�o��i�n. . • Total Lateral Load,V= 5037 lb Top Plate 5tre55= 265 pff • Length of Diaphragm,L ft Top Plate Drag Length= ..:..;°0..,;:ft Diaphragrrt•5treoe,v=V/L= 105 plf Top Plate Splice Load= 0 Ib5 Length of 5hear Wall Line, Lw = -.:�: ft Provide: C516 Hardware Spacing = 20 "oz. WA11071Engineering11107 Plan 2875 15 of 38 • `5ht W 2 • INNOVATIVE 29970 Technology Drive, Suite 204 bate: 5/22/2008 • ' STRUCTURAL Murrieta, CA 92563 Y # 08-1107 ENGINEERING • (951)600-0032, (951)600-0036 Fax I� : -- m a �PerforatedSh�a�lNaii De5lgri w! force TrarlSfer � � •� * � . Aroilnd0penirg5Couple`d Beam Analogy Per 2305 3 81 . :MBedroom'2 x • - - V, Shear , . •:;:, ar Wall Dimen6rrn5 •''- • � a B�j�"C - S.W.Width A v B— 3- ft • ni vU Vill ra G= V.2.5 ft D= 1.33' ft ix • W F= 2 : ft +V x W= 18.3 ft • V VI TX xi ,� I=D+E/2= 3.33 ft • J=A+5/2= 9.5 ft • L1=C+5/2= 8.75 ft - - - 0=1)+E/2= 3.33 ft • Re5ulto • Provide Type 1 5hear • 5hear Entire Wall with C516 Above&6elow Opening X K=V'[A/(A+C)] = 2642 1?5 Y= K'I/J = 926 1b5 • X=Y'J/I = 2642 1b5 • n S I • �a E3/2 0� � I I T= [(Y-5/2)/n] = 1045 Ib5 • C) Y1 T Y ui = T/(13/2) = 696 plf Governs 5hear Type W:111071Engineering11107 Plan 2575 19 of 38 • i �w z� • Z= [(K'(E/2))/A] = 061 Ib5 w II W= [(K'(E/2))-(Y*A)]/A= -266 Ib5 • < u„ = K / A= 330 plf • Y J • — J = K-T= 1598 1,5 • l �Y J /A= 200 plf • II E< I tw zi • IY K Q= [K*(E/2)/A] = 661 $6 • Li P= ((Y*A)+(K*(E/2)))/A= 1587 Ib5 • } vi = K/A= 330 plf • 1<r�- K Q I • • K Q1 D=V'H/W= 2208 Ib5 ~— N = ((D*A)-(F*A))/F = 1861 Ib5 vIL R= ((Q*A)+(N*F))/A = 1282 Ib5 • N I M = ((K*F)+(Q*A)-(K'A))/F= 781 I55 Provide C516 Strap vv= N /A= 233 plf 512• L= K- N = 781 Ib5 • R W vl �R v�,= L/(13/2)= 521 pif . LI� x K=V'[Cl(A+C)]= 2395 Ib5 • vl l VII I Y= K*O/L1 = 911 Ib5 • ti X=Y*L1/D= 2395 !b5 0 Ix • K 4 Y • • . WA1107\Engineering\1107 Flan 2575 20 of 38 • w a�' T�� T= [(Y'13/2)/D] = 1028 Ibe • I—� T/(13/2) = 685 plf ✓ I T tl • Y _ l Y �- • • IZ W t K t • Z= [(K*(E/2))/C]= 599 Ib5 ix W= [(K*(E/2))-(Y*C)]/C= -251 fb5 v,x= K/C= 350 plf • c�Y • • —J = K- T= 1367 fb5 r vu� • fiZ� W� • K • x , Q=[K"(E/2)/C] = 661 Ib5 • I } F= ((Y*C)+(K"(E/2)))/C= 1572 Ib5 • tc� —�I vx= K/C= ' 330 Of • • x� 0=V*H/W= 2205 Ib5 . L N=((D*C)-(f*C))/F= 1727 Ib5 • U K=((Q*C)+(N*F))/C= 1297 Ib5 M =((K*F)+(Q*C)-(K*C))/F= 667 Ibg • • vx,= N/C= 238 plf • + M xi TR = K- N = 667 Ib5 • vx,� = U(13/2) = 445 plf w w - • w W\1107\Engineering\1107 Plan 2575 21 of 38 i • ✓. r- `A`�5ht, W 3 ,ems • INNOVATIVE ec 9Y 29970 Technology Drive, Suite 204 ate 5/22/2008 IS[ STRUCTURAL Murrieta, CA 92563 # OS-1107 • ENGINEERING (951) 600-0032, (951) 600-0036 Fax Wopd�Shear Wa [ DeSgn Per CBGTable 230631 • .-. .. ^'a..i,"M:'6�[?Y4Mik. l "A P.:^ ` 5m$A'^ID5c 31'SC.1.Rri.3aY 5^biR'NM d f. _ .R/P..; �d Bedroom 4 Total Length of 5hcar Wall Segments J1C W,�, -,� •�}� .�" ' -> �5eism c Load :,< ,�.:.:, 8 Load = 5 84m 4 psf x 8 ft x �3Qs5 ft/2 = 42-15 Ibs 8 . Load= m. -O:QQ ; . p5f x -' D.;:. w ft x `,PQ: y. ft/2 = 0 Ibs Load = :000Ja`� p5f x =-:d. m ft x w =0 ,. ft/2 = 0 Ibs • xpsf x IbsLoad f • Load = � r AC? _ pof x =0. _ ft x =C00 ft/2 = 0 165 ., • Load = 0 Otl{: paf xO ft x p" C? ft = O Ibs • Total Seismic 1_03d = 4275 Ibe ss� d Load • Load = &3 plf x i 30:5 ft /2 = 1266 Ibs i . _ _ Load= ��:-'O;a^ plf x ,�-=C3�°�:= ft /2 0 [be +• Load = - p -° pff xx= D , ft /2 _ D Ibs . Load = : ~ plf x _._Q ft = 0 Ibs • Total Wind Load = k 1266 Ibs • 8egmear all �heck�=pe C G T blc 23� .41 Reduced by 2w/h per •y'Pe P I V t 0 not47290Miiff�) .f;) ,a11ow(�E�f) KLY"PT71 • CSC Tabie 2305.3.4 5ei5mic 4,275 16.00 267 600 2 • as applies Wind 1,266 16.00 79 600 2 • 5trap at Wdw/Door f `` WDW Hght= = =4:• ft, Aspect Ratio= 0.2 .1 -�S�h�eaWa1Fdast B�Ht�ldtwnign 'A WontCayeE `all, Shear Load at Wall= ; 4275 Ibs • _ .a. v. 0 _ -_� . Height= ;_:'__$4.`"'� ft Overturning Moment(O.T.M.)= 34200 ft4 . Width = :21°' . ft Resisting Moment(R.M.)= 93051 ft-lb • s Tr�bDeadLoa"d'ori Wa1111 O.T.M.- 0.9 R.M. _ -49546 ft-Ib • roof 31 ``x R ft/2 Uplift= -2359 Ibs • will = ' -7 ft Uplift from Shear Wall Above= u° Oz : Ibs Floor - ';D ''' ft/2 Total Uplift- 2359`= w Ibs • Provide: No Floor to Floor Strap w/ No Post • Provide: No Foundation Holdown w/ No Post • �, 1?iaph,�.agm 5t'""'ess,Drag Collectors& o Plate p" 5jgn . Toffal Lateral Load,V= 4275 lb Top Plate 5treee= 147 p[f • Length_of Diaphragm,l= :. ft Top Plate Drag length= "a 10 ft Diaphragm 5tress,v=V/L= 147 plf Top Plate Splice Load = 1474 [be Length of Shear Wall Line,Lw = = 9: _===",ft Provide: C516 • Hardware Spacing = 36 O.C." • WA1107\Engineering\1107 flan 2575 22 of 38 • • _ S, W 3 • INNOVATIVE 29970 Technology Drive, Suite 204 rp te- 5/22/2008 • ' STRUCTURAL Murrieta, CA 92563 # 08-1107 EN GIN EFAING (951)600-0032, (951) 600-0036 Fax A � -- #` uF'erforated5h1 rWa[fDeSrgn •wl Force Transfer ° ' � __ ���� f�rou�Op�entng5 Cou pled Bear��Anafp�gj�l�er. 2345�3.8`1 3 1 RgE7t of Bedroom - V,Shear "42754 , Ibs H � `�-�'��5hea Walt C7imert_Slan� a, �' . Qc 5•W.Width A= v 13= 5'?`,ft . III I Vil vlll C] C= `S7" .ft Ix E_ z, ft • * F ft . Iv x H= 8 ft W= 21 ft • I= D+E/2= 3.33 ft v V1 X11 XI { J =A+13/2= 10.5 ft • L1 =C+13/2 = 10.5 ft • _ u - 0= D+E/2 3.33 ft • Provide Type 2 5hear • 5hear Entire Wail with • �J� C516 Above& Below Opening X • K=V"[A/(A+C)] = 2158 Ibs Iil I TY Y= K"I /J = 078 Ib5 • — X=Y°J/I = 2138 Ib5 • iI Y • • 5/2 • � T � T=((r5/2)/O] = 1274 Ib5 Y I f y uI= T/(B/2) = 510 plf Governs 5hear Type W:\1107\Ergineering\1107 Flan 2875 23 of 38 • • • e }W K z ` Z=f(K*(E/2))/A]= 534 Ib5 II W=[(K*(E/2))-(Y*A)]/A= -144 Ib5 K / A= 267 plf • J = K-T= 863 Ib5 J/A^ 1Q8 plf • IY K Q=[K*(E/2)/A]= 554 Ib5 La Iv P=((Y*A)+(K*(E/2)))/A= 12.12 Ib5 uN= K/A= 267 pff t��K at • fi 3�� I D=Y*H/W= 1629 Ib5 • - _ N.=_((D-A)-(P*A))/F 1247 Ib5 v K=((Q*A)+(N*F))/A= 951 Ib5 • I E N M=((K*F)+(Q*A)-(iz*A))/F= 890 Ib5 Provide C516 Strap • �a Uv N/A= 156 pif • • �B/2� M L= K- N= 890 Ib5 LL v�= L/(5/2)= 356 plf • • LI • x_ K=V*[C/(A+C)] = 2155 Ib5 vn vill Y=K*0/L1= 678 1b5 • Y yr X=Y*L1/0 = 2138 Ib5 0 ® ix • K • • • W:\1107\Engineerhj\1107 Plan 2875 24 of 38 e . • • • � 122� T T= [(Y-5/2)/D] = 1274 Ib5 • Y � u = T/(5/2) = 510 plf Governs Shear Type �z K Lu • —T Z=[(K"(E/2))/C] = 534 Ibo • Ix W= [(K"(E/2))-(Y"C)]/C= -144 Ib5 • u,x= K/C= 267 plf • � y Y • J = K-T= 863 fbe Y vni • u,i„= J/C= 105 plf • Iz K ul -K Y� • • x [K"(E/2)/C] = 554 Ib5 . _ P_ ((Y'C)+(K`(E/2)))/C = 1212 Ibe • fQ P� ux= K/C= 267. plf • • �a _ P K xi D=V'H/W= 1629 Ib5 LL • R N =((D`C)-(f'C))/F = 1247 Ib5 . IN u K =((Q'C)+(N'F))/C= 951 $6 �—c——j M =((K"F)+((2'C)-(K*C))/F = 890 Ib5 • • ux, = N/C= 156 plf • I_M 1Y R xi � L= K- N = 590 Ib5 � • ux%l = L/(5/2) = 356 plf • L • • • • • • WA1107\Engineeriq\1107 Plan 2875 25 of 38 • W4 INNOVATIVE 29970 Technology Drive, Suite 204 a.Dat 5/22/2005 • STRUCTURAL Murrieta, CA 92563 08-1101 ENGINEERING (951)600-0032, (951) 600-0036 Fax -- W-A q 'W WOMEN I M- 1 5 "Tti 7, Rear Total Length of Shear Wall Segments -7, Or 9.5 • Load pof x4 O ' ft x 2e� ft 2 3387 lbr, k. A Load rof X ft x p ft; 2 0 lbq Load V.00- p5f X A.iOZlt.' ft x K01t- ft/2 0 1b5 ft/2 X ft x Load 0 1b0 Load = = 0 ft X �.�O-'� ft/2 pcf X 0 b5 0 1W, Load Pro ft X ft ,7 Total 5ei5mic Load = '37387 L dLOd1 Load= Pif x ~29 —w ft 12 1204 lbr, • Load= plf X ft /2 = 0 lbo • Load= plf x ft. /2 0 lbo Load = c, Z Q" ?If X ft 0 Ib Total Wind Load lbe III,V 11110 Table M' Reduced by 2w/h per WrRM MKIMIDIM-1 Vi-M"a'2 h a b=M Y1 P STIF Me • CDC Table 2305.3.4 5ei9mic 3,357 19.50 357 490 5 appliec, witicl 1,204 9.50 127 260 6 • 5trap at WdwIDoor Nz WOW He h ft, Aspect Ratio 0.8 :1 .4 ..oist� 0 Case Wall 5hear Load at Wall -'5567 : 1 lbo --mimum Height ft Overturning Moment(O.T.M.)= 27096 ft-lb Width ft Resisting Moment(R.M.)= 6859 ft-lb O.T.M. 0.9 K.M. = 20923 ft-lb Roof A 4r+,, ft/2 Uplift= 2202 lbr, • Wall ft Uplift;from 5hear Wall Above= 0 Ibs b2*-"' bo Floor ft/2 Total Uplift • Provide.- 2-0516 Floor to Floor Strap wl 4x4 Fort • Provide: 5THD14 Foundation Holdown wl 4x4 Post ALT: HTT22 I Total Lateral Load,V= 3387 lb Top Plate 5tre55= 85 pf Length of Diaphragm, L = 40 5f- fjft Top Plate Drag Length = 27 ft Diaphragm 5trc55,v=VIL= 435. plf Top Plate Splice Load,= 2286 lbo Length of 5hear Wall Line, Lw =Iirl117--.- Ift Provide: 2-G516 Hardware 5pacimo = 652 O.C. • WA1107\Fqincering\1107 Plan 2875 26 of 38 • � 5ht W 5 INNOVATIVE 29970 Technology Drive, Suite 204 � '�,-Gate: 5/22/2008 • _ _ Murrieta, CA 92563 _ #s 08-1107 STRUCTURAL , �,•„�, • ENGINEERING (951)600-0032, (951) 600-0036 Fax - • a.;�a�#3� -.,Y �k-_aY�:-, - ---' ,c -^e°r^$�' `<i�$'.3 'ram °�,�"id:i..rsr �-- �. , .• -�,..._ • � �- � Wood�Shear.Wall D•e�ig�1 f'er:=CBC�able=23D6`3:1 �.�, �" rs..;a=�.waa�rx�,f'+•.:r'x+ ++ :'. ,;�.�:�.w. ..,.� -u..Wz,�arzE.:-- .:x . 5Y _ i~ront of B0rlUO r Total Length of Shear Wall 5egmente 13 *. s�"cr }.y [�` l;.�i '.'�°:?Q t,c•�.�..r,-�' :. % 'Se�emic Load r .: 13 �:' _ - ` ' • Load = n 5 84� paf x 4Q . ft x •.-29.mt ft/2 _ 3387 Ib5 Load = }5 84 p5f x `. 30 ft x 4 19 I ft/2 = 1664 Ib5 Load = eD OO 'r p5f x 0 ft x D ,a ft/2 _ D Ib5 Load = 0 00 paf x 0 ft x =y 0 m= ft/2 _ 0 ibs Load = Q QO p5f x "'_0 ft x x 0 i ft/2 = 0 Ibs Load = O 00 p5f x - -T 6 ft x :.0 z ft 0 Ibs w�= • Total 565mic Load = 5052 " Ibe • Windd Load Load= ,'83 plf x -'48 ft 12 r 1992 Ib5 • Load= ft x 1F-xO-. If `^0: /2 _ O Ib5 p a. - Load = Of x r. 0 ._ ft /2 0 lbs • O,+Load = 3'� plf x :•per;;, ft - 0 Ibs Total Wind Load = 1992 Ib5 - 5'egmanted5hear�Wal1 C:eck pert:'$G Table 2306.9-.1 • `" Reduced by 2w/h per Type b'=(41�)�, Tc1hl���h (ff�° ap� v,�Ilo�.,�{cif) .,:.:....Type C15C Table 2305.3.4 Seismic 5,052 13.00 389 490 3 • as applies Wind 1,992 15.00 153 260 6 Strap at Wdw/Door N WDW Hght _D ft, Aspect Patio = 0.6 1 �yy� `AN _1 s 5f ear tyaH�End`I'ogt&°Ho(dawn'Deei n 'ITI ;:'' ra'r~'x uc:>x:cr."f+xc:•K• .., :c. -:.:-> .,.,.ir.._., g l ' • _, Shear Load at Wall = �5052 Ib5 �``� Worst Case Wali "• Height= «..S" ;`' : ft Overturning Moment(O.T.M,) = 40416 ft-lb Width= '== 13` "` Ft Resisting Moment(R,M.) = 12844 ft-lb .._ tTitiDead,Load on Wall:'� O.T.M. 0.9 R.M. = 28856 ft-Ib Roof= r 4~ - ft/2 Uplift= 2220. Ibs _. Wall= .. °8- Via. ft Uplift from Shear Wall Above= O V '" I175 • — - a : Floor- ; 0,,��. = ft/ 2 Total Uplift= 2220 °- Ib5 Provide: 2-0516 Floor to Floor Strap w/ 4x4 Post • Provide: 5THD14 Foundation Holdown w/ 4x4 Post ALT: HTT22 Di� 5„, t,�re,5,�5,Drag CoE(ectore SoPEa1;e Design» Total Lateral Load,V= 5052 Ib Top Plate 5tre55= 230 plf S Length of Diaphragm,L.= _; .40.0;,>> ft Top Plate Drag Length= ft • Diaphragm Strfte,v=V/L= . 126 plf Top Plate Splice Load = 2067 Ibe Length of Shear Wall Line,Lw = y 22=:: ft Provide: 2-0516 Hardware Spacing = 23 110.0. WA11071Engineerin011107 Plan 2875 27 of 38 • 5tit W 6 INNOVATIVE 29970 Technology Drive, Suite 204 , Date` 5/22/2003•:xi STRUCTURAL Murrieta, CA 92563k #: OS 1107 • ENGINEERING (951) 600-0032, (951)600-0036 Fax Fr obt j of..,2nd'FI5Or• s w!v Total Length of 5 ear Wall egmnt5 9 25 o h a 5 e 5eirin''c Laid 4.5 • Load= '5.=84 p5f x s ft x ?19� ' ft/2 - 1664 lbe 4.'i5 Load = O:pQa. p5f x D r ft x = M'6 ' ft/2 O ib5 Load = ` �D E)DW p5f x Q:. a. ft x LL�i'io! ft/2 = 0 Ibs . _ u .¢ - Load = O:OD< p5f x0. o' _ ft x :O`w ft/2 - O Ibs ! Load = Y.0.00 �. p5f x LL p s ft x : =$0= ft/2 = O Ib5 ! >� _Load = ti 0:00 p5f xO ft x 0' ft 0 Ib5 • Total 5eiemic Load .r. =� _.F11:•�:�:i « ^.•'�<,.........;: .... .'. ...:.r,k...ra `tt- ..:�..«. .e Load it plf x -19 ft /2 789� Ib5 • Load plf x ft /2 = 0 Ib5 • Load plf x O='+ ft /2 - O Ib5 • Load= $;O plf x = "'O _ ft = 0 !b5 Total Wind Load = ; 789 * - segmented Shea Wall Cheek per.GBC Table 23=_6:4.1 �9rJ RFr �m9* mn mt • *'Reduced by 2w/h per ISD Total M (� v(pl�f) • CDC Table 2305.3.4 5ei5mic 1,064 9.25 180 350 4 ae applies Wind 789 9.25 85 350 4 Strap at Wdw/Door= „IY WDW Hght ft, Aspect Ratio= 0.3 1 • _{�"• a,� �3"I2v�"7;£�+•;; '.. s "YyP":- '.""��","uu ", [ 1•.-may—• _ •,gip s r5hearlNall�nd.PoSt B�.Hodown DeS�gn = _. xdWot sit CeWM�; s 5hear Load at Wail = 1664 Ib5 11 Height= 8` " ft Overturning Moment(O.T.M.)= 13312 ft-Ib Width ft Resisting Moment(R.M.) = 22287 ft-Ib. ! -' f ib Dead'Load onWa11` ';'° O.T.M. 0.9 R.M. - -6746 ft-!b .•L'y.»..:lOd"i:Y'i..x:..,:.:r..^..3::xif.:...Crr�tY:f.^<Eiv2'..» Roof= :10 ft/2 Uplift.- -465 Ibs . Waif= = ai. ft Uplift from Shear Wall Above= 0 Ib5 Floor= w O" ft/2 Total Uplift Ib5 • Provide: No Floor to Floor Strap w/ No Post • Provide: No Foundation Holdown w/ No poet a bia�h, ragm 5tre5s,'"„rag "allectorr&Top f'f to D sign • Total Lateral Load,V= 1664 Ib Top Plate 5tre55 = 55 plf . Length of Diaphragm,L= `._30 ft Top Plate Drag Length - "` 7 ft Diaphragm Stress,v=V/L= - _ 55 - plf Top Plate Splice Load = 943 Ib5• Length of 5hear Wall Line Lw = '- 30'Y' :A ft frov;de: C516 Hardware Spacing= 95 "o.c. • W:\l107\Eng;neering\1107 Plan 2575 26 of 38 i :cl it W 6 INNOVATIVE 29970 Technology Drive, Suite 204 `ha�.e 5/22/2008 • IS[ STRUCTURAL Murrieta, CA 92563 �# 08-1107 ENGINEERING (951)600-0032, (951) 600-0036 Fax ; i -- perFor ed Shear UVall De�lgrl W Force.Tr�nSfer s Around Opening� Coupled Beam -Analogy. - Per 2345.3:81 T 6:=... ;a. . Frorit of 2nd Floor s" W V,Shear 1664 Ib5 � Shear Wai•l'Di`r„e„4si0„ �.,�xs • a C S.W.Width,A= R-,...i4.5-- ft r- V B= µ�x 5 _ ft an1 I VII VIN o C= =475== ft • D= =a L33s ft it Ix E_ 4w`s ft ft Iv x H= 8 ft W= 14.3 ft • v yr xN x1 1=D+E/2= 3.33 ft . y J =A+5/2= 7 ft L1 =C+15/2= 7.25 ft - - u Q=D+E/2== 3.33 ft. �e�ult5 Provide Type 4 Shear • 5hear Entire Wall with G516 Above&Below Opening • x K=V'[A/(A+C)j= 810 Ib5 • III I T r Y=K'1/J = 585 Ib5 . — X=Y'J/I = 810 Ib5 IJ Y • T= [(Y'13/2)/D] - 724 Iba Y I Y ui = 7/(5/2) = 290 plf W--\1107\Engineerin0\1107 plan 24375 29 of 38 J Z= [(K`(E/2))/A] = 360 I175 w II • W=((K`(E/2))-(Y'A))/A= -25 !b6 u„ = K / A= 150 plf �A . Y • J J = K T= 86 Ibe • fll �Y u,,,= J /A= 19 plf 1W C Z1 • i'� K Q= [K-(E/2)/A] = 360 ib5 • LL, IV P= ((Y'A)+(K'(E/2)))/A= 745 Ib5 K/A = 180 pff • f E-Q� • D=V'H/W= 934 Ib5 N =((D-A)-(P"A))/F= 319 lb5 VLL K=((Q-A)+(N"F))/A= 549 $o N M = ((K`F)+(Q'A)-(K'A))/F = 490 Ibe Provide C516 Strap A uv= N /A= 71 pff m L= K- N = 490 Ib5 • �W vi �� `i u�= L/(6/2) = 196 plf • E I i x K =V•[C/(A+C)] = 554 Do • off VIII Y= K"0/Ll = 392 lb5 . X=Y"L1/O= 854 Ib5 0 • Ix f WA1107\Engineering\1107 Plan 2575 30 of 35 aiz • T= [(YN3/2)/D] = 735 lbs vn m o uv„= T/(B/2) = 295 plf Governs Shear Type Y f � z= [(K'(E/2))/C] = 380 Ib5 • Ix W= [(K'(E/2))-(Y`C)]/C= -53 Ib5 • �K u,x= K/C= 180 plf G Y • J • J = K-T= 117 fbs J l C= 25 plf �z K w� K Y� i -T x Q= [K'(E/2)/C]= 360 Ibs P =((Y'C)+(K'(E/2)))/C= 752 Ib5 fc� pf ux= K/C = 180 plf �Q F !G M fl D=V'H/W= 934 Ib5 LL . N = ((D`G)-(P'G))/F = 324 Ib5 • ry u R= ((Q"C)+(N`F))/C= 542 Ib5 c�1 M - ((K`F)+(Q'C)-(K'C))/F= 531 Ib5 • UM = N /C= 68 plf _M L= K- N = 551 1b5 IL • uX„= L/(13/2) = 212 plf WA1107\Engineering\1107 Plan 2875 31 of 38 MMA`7ht: W 7 • YnN3is INNOVATIVE 29970 Technology Drive, Suite 204 � Date. 5/22/2008 Murrieta, CA 92563 #; 08-1107 • STRUCTURAL p • ENGINEERING (951)600-0032, (951) 600-0036 Fax VVaIIDeS�grl;;m Rip perBCYable 2?�0631' jk L nt5 Total ength of 5hoar Wall 5egme ` ;12 x _ 5ei mac'Load 12 _. • Load= 5.84' a psf x 29 ` ft x _'9Z: ft/2 - 762 Ib5 Load = 3;31. psf x ft x ::. 0 ft/2 = 1920 Ib5 Load = _ O.Op. psf x --O ft x :D`. ft/2 - O Ib5 m. ..� ,� Load= = Q:OQ� psf x Q. ft x D ft/2 = O Ib5 Load= Ot? psf x x. 0 ft x r D ft/2 = O Ib5 Load = -=O.00 - p5f x �' s , ft x - 0 �, ft _ 0 Ib5 . _ Total Seismic Load= 26821i' lbe �•:., �: �� '�_ .. ���.--. •W�nd'toad � gym_. Load = x e'&%: plf x y9 , 3 ft /2 374 Ibe Load = 'x~ 117: = pIf x .,1 40 ft /2 = 2340 Eby • Load = 10':1= z- plf x ¢: , ft /2 = O $6 i Load = plf x0 ft _ 0 Ib5 n . Total Wind Load= 27t 4 Ib5 N ��._ 5egmet�ted�5hear Wall�Chack pei"C�'C T'a le 2306:4.1 - • Reduced by 2w/h per T-:pe V(Ib,�� .Vital MANMC ' v 11 v,a o a ;.Y 71 CDC Table 2305.3.4 5ei5mic 2,652 12.00 223 260 6 as applies Wind 2,714 12.Co 226 260 6 Strap at Wdw/Door SN3 r WDW Hght 0 a ft, Aspect Ratio = 0,7 :1 WorsCCaae Wall = Shear Load at Wall = = 2114 Ib5 Height= ; 8 ft Overturning Moment(O.T.M.)= 21712 ft-lb* Width ft ReeiSting Moment(R.M.} = 29592 ft-lb # ,Ti6Dealsl `aii onVilall O.T.M. 0.9 R.M. 4921 ft-lb Roof= ''; 14 � ft/2 Uplift= -410 Ib5 Wall= 16 .` ft Uplift from Shear Wall Above= x xQ > Ibs . Floor- 21' ft/2 Total Uplift Ibs Provide: No Foundation Holdown wl No Post • i?i�hragm 5tre55, €?_rag GollectoM late raj on • Total Lateral Load,V= 2714 Ib Top Plate 5tree5= 94 plf • Length of Diaphragm,L=IU LI 29„ .. ft Top Plate Drag Length = ft Diaphragm Stress,v=VIL= 94 plf Top Plate Splice Load = 842 Ibs • Length of Shear Wall Line, Lw = ew,.- ::29.,., w:ft Provide: C516 Hardware Spacing= 56 "C.C. W:\11071Engineering11107 Plan 2575 32 of 35 W 8 • INNOVATIVE 29970 Technology Drive, Suite 204 �a D« 5/22/2008 • STRUCTURAL Murrieta, CA 92563 ^"' 08-1107 • ENGINEERING (951) 600-0032, (951) 600-0036 Fax 1ARM ' Wood Shear 1N9fff 51 n Per CBC Table 23a�O 3'1 ..k +•... 5:.., Et :.--.tuxh mar.,.«s.cR,,,sees +i.:,e.+csxllu+ u +a� 3x�.':-. . s...,.:e ;.?x. .x.. • - - �" - - ; �.LefG`o. MGarag e Total Length of 5hear Wall 5egment5 70'' r am r � • s .< ,.�. .. .�:. ,; ik� 5e16mEc Load ..::z ..:....�.: . .-,3�. .... -t 20 �..:w Load= Yjj6j.:4- p5f x p" 29 -; ft x =9 _' ft/2 = 762 Ib5 • Load = s5 84: '.> p5f x ' •51 F.ft x . 30.5. ft/2 = 4542 Ib5 Load = 3 37 _ p5f x - 22 ft x a` 30 ft/2 = 1092 Ib5 • Load = - 3.33? - p5f x `"" 5 ft x :_9 5 v ft/2 = 79 (65 Load = p5f x A.O ft x D `= ft/2 = D Ib5 Load = t].DO.,F p5f x 0 ft X '0 ft 0 Ib5 • Total 565mic Load = e4l75 Load= 83> rif x 39 5 � ft /2 = 1639w s Ib5 Load = iilt,r plf x =:39.5. ft /2 = 2311 Ibs Load = "x.:d0s; = plf x ft /2 = 0 lb5 Load= _kP plf x •0 ft = 0 Ib5 • Total Wind Load =Jmaw-'.4-3066 Iba • - x..itl � =mar., _ _ Segmentedl5hea�r ai Check per G6C ali(e 7..-,3, Reduced by 2w/h per T'yp�E MMIUM To`I WAMh ( )k1m +p 77 • CDC Table 2305.3.4 5eiamic 6,475 20.00 324 350 4 as applies Wind 3,950 20.00 198 260 6 strap at Wdw/Door N WDW Hght D fit Aspect Ka io 0 4 1 " 5hearyWall land Post&Holdown Resign • WorStGaseWailK 5hear Load at Wall_ 6475 Ib5 M.. TN Height= '31 ft Overturning Moment(O.T.M.) = 51800 f -`b ° Width- �2p _: ft Resisting Moment(K.M.) = 108662 ft-lb rib.Dead Load.on,:VJa11" :: O.T.M. - 0.9 R.M. _ -45996 ft-ib Roof= 31 - ft/2 Uplift= -2300 Ib5 . Wall= _ 16" - ft Uplift from 5hear Wall Above= �0i Ib5 • Floor= l :1.33 ft/2 Total Uplift= -2300 Ib5 y Provide: No Foundation Holdown w/ No Post • _ . Diapragm Stress,Drag C,ollec r5.&mop t?IaCe 17e5ign —1� Total Lateral Load,V= 6475 lb Top Plate 5tre55= 294 plf 17777771 • Length of Diaphragm, L 48 n='.f ft Top Plate Drag Length =1 ft • Diaphragm 5tres5,v=V/L= _135 plf Top Plate 5pfice Load= 589 Ib5 • • Length of 5hear W311 Line, Lw = _ �_22;;:< : ft Provide: C516 Hardware 5pacing= 18 "O.G. W:\1107\Engineering\1107 Plan 2575 53 of 38 5ht: W 9 • INNOVATIVE 29970 Technology Drive; Suite 204 5/22/2008 i STRUCTURAL Murrieta, CA 92563 # 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax n -- -Wood5'har 1Na(I rDes�gn f'er.CBGTab{e 230F3 _ • '; "' '��•st'�"a' - 9 _ .Right of 1st Ffoor e Total Length of Shear Wall 5egment5 16, _ . Load = 584 psf x 48y : ft x m305' ft/2 - _ 4275' Ibs a Load = 3.31 = p5f x -22 ft x ;30 5" ft/2 = 1111 Ibs Load = , 3,31 pef x 29'; ft; x _39 5 ft/2 = 1896 Ibs Load = 0., psf x O ftx .<-0 ft/2 = O Ibs Load= QOL}"- psf x ft x D ft/2 = O !b5 • Load= :000 p5f x .0 'a ft x -D'i! ft _ 0 Ibs Total.5eismic Load = 4 7281E '' lb5 r Mrrd Load 3.;_ �..Q.�s°`:^9<<: e»,..m-�th ..�`y.. Load = 83 plfK x 3015 ft 12 1266 Ibs Load= f �17. plf x ;.'-39 5 ft /2 = 2311 Ibs . plf_ _ » x :( ., ft /2 = 0 Ibs Load= =„b Load Of x rf,y-O"-a ft = 0 Ibs �:.F • Total Wind Load= iy`' 3577 Ibs • p,.;o� x; � ,fig ;�• ;�.>�,;.. ' r �5egmentediiSMear„Vi7al1`Check erCi3CTa�1e23�+6,y., . �rxsnrtisx;�mermmm� nape -+wu Reduced by 2w/h per V(.€ ) i Wrdtfi�'(f (ip19 ` ,al cw M-211 M up 7014 C13C Table 2305.5.4 Seismic 7,281 16.00 455 490 3 • as applies Wind 3,577 16.00 224 200 6 Strap at Wdw/Door H W0W H 0 h t Jr., Aspect Ratio = 1.0 :1 hea lNail end 1'oyt&Iioldbwrr De_ r51r Case Waii Shear Load at Wall Height- _:-8 .'X8. ft Overturning Moment(O.T,M) = 29125 ft-Ib Width= Y Reoloting Moment(R.M.) = 17386 ft-lb 'trlbbead::Goad on it 11. O.T.M. 0.9 R.M. 13481 ft-Ib Roof= ; . 31mm. 7�, ft/2 Uplift= 1685 Ibs • wall= _ <-16 :• s ft Uplift from Shear Wall Above= = 0. Ibs A T °•., Floor= a -i:33:' ft/2 Total Uplift= t 16$5 y j 165 Provide: 5THP14 Foundation Holdown w/ 4x4 Post ALT: HTT22 S Piaphrag�,, 5 rc5s�fl, ag�Coliectp ,�drop Plate�e�ign AF • Total Lateral Load,V= M 7281 lb Top Plate 5tre55= 145 plf Length of Diaphragm, L= 'S1= j ft Top Plate Drag Length = 2 ft • Diaphragm 5treoo,v=V/L = 143 plf Top Plate 5plice Load = 2555 Ibs • Length.of Shear Waif Line, Lw = 51.-. ft .Provide: 2-0516 Hardware5pacing 37 "o.c. • W:111071Fngineering11107 Plan 2575 34 of 38 5h t• W 10 29970 Technology Drive, Suite 204 Pate: 5/22/2008 INNOVATIVE 9Y � " rt Kx�r • STRUCTURAL Murrieta, CA 92563 �� � ` 08-1107 ENGINEERING 951 600-0032, 951 600-0036 Fax Shea Wall`12e5 n f'er CBCTable 23'06'31SO • 1� ��`�� � - � �Zear of 1st Floor= _ _ _ - Total Length of Shear Wall 5egmento 115 d AN 0 .. . 6ef5mfoLoad ' ;i. P1. kf "r � • Lcad - 5 84z"° psf x _Y 4D_ ft x 29 ft/2 = 3387 lbs 5.25 Load = �3 31�_ prf x "40 =ft x '29 ft/2 = 1920 Ibs Load = O.OD ' p5f x O< ft x =4 D, ft 12 = 0 Ibs Load = &000. p5f x y�Q ft x :0 ft/2 0 Ib5 Load = >.=.0: p5f x ," Q ft L x c`.°-D WY� ft/2 = 0 I ;• Load = ~O`a0 p5f x " 0 ; ft x 0 ft _ 0 Ib5 Total 5ei5mic Load Ib5 vLoad= _f33 plf Mx 29 m ft /2 = 1204 Ibis Load = r17"° of x ft /2 1697 Ib5 • Load = ^2`D- plf x .. :0 ft /2 = 0 Ibs r. :. ` Load = O:; plf x :.0=,._ ft D Ibis Total Wind Load = 'x. Y29 Ib5 • "$ �aeg►nent•.�d5hear iNall�-.�,c pe CSC Tab a 2:30 .4.1 _ ** Reduced by 2w/h per S 1711 T71pe CBC Table 2305.3.4 5ei5mic 5,307 11.25 472 490 3 as applies Wind 2,900 11.25 258 260 6 5 rap at WdwlDoor N WDW Heht D ft Aspect Ratio 15 1 Nklk nWo StCaSG Wall " Shear Load at Wall = 2469 .` 165 Height_ r 8 ft Overturning.Moment(O.T.M.) = 19752 ft-Ib Width = h_ 525 7- ft Resisting Moment(R.M.) = 5767 ft-lb �r � Tnb Dead Load'on Wally `: O.T.M. 0.9 * R.M. = 16362 ft-Ib Roof= j,'4.- w ft/2 Uplift= 3117 Ibe Wall= `16 k ft Uplift from Shear Wall Above= 0 : = ;. Ib5 • Floor= Y: 133' ft/2 Total Uplift= 3117 ::: Ib5 Provide: 5THD14 Foundation Holdown w/ 4x4 Post ALT: HTT22 ,ap r- gm 5tre C`11e�rs Top p ate D 5tgn • Total Lateral Load,V= 5307 Ib Top Plate 5tre65= 133 pff Length of Diaphragm, L= 40 `kj,"' ft Top Plate Drag Length = w15i: ft • Diaphragm 5tre55,v=V/L= 133 plf Top Plate Splice Load = 1990 Ibs Length of Shear Wall Line, Lw 40" ft Provide: 2-G516 Hardware Spacing = 40 I.O.C. • W:\1107\Eneineerirg\1107 Plan 2875 35 of 35 5ht W 11 • '".1 29970 Technology Drive, Suite 204 D tei 5/22/2003 INNOVATIVE SY �, ~. .�, STRUCTURAL Murrieta, CA 92563 # 08-1107 • ENGINEERING .(951) 600-0032, (951) 600-0036 Fax 1lVood"Shear 1Na(f'DeSigl_ Per. BCTablel23'0631 � :s - - w � .. '=. � � �-, _ �:_� = dear Of Garage`;., • Total Length of Shear Wall 5egment5 167_ p �Seiamic Load 1C� • C�.,.t:aE ., i��t���.:.� ";ate^-:•R".ie.�"�'�``,s's�.�taax ,E.-e n .a°� .Ya i� _.�..-.- ::'� Load= . 5.84Y„ p5f x 40 ft x e' 29 ft/2 = 3387 Ib5 Load = u. �5 84. w p5f x 30 ft x -19• ft/2 = 1664 Ibe Load = 3.31- p5f x '40 ft x 2_9 . ft/2 1920 [be Load= :.3 31, p5f x 30 w ft x •_`21 't ft/2 1043 The Lcad= O DO' p5f x -0 =. ft x dfr0 _ ft/2 _ 0 Ibe • Load TL ?aOO pef x '.D ft x 0 ft = 0 Ibs • x Total 5ei5mic Load = 8014 Ib5 • �'7 �=�.�� ��-ea.;. .��`, � -Wind Laad _ - • Load Of x := ....r: ft /2 = 1992 Ib5 .r..r_ • Load= _317. plf x : q50 7;. ft /2 = 2925 1 b� • Load= D` ?If xp : , ft /2 = O Ib5 Load = 770—t- plf x ft = 0 b5 Total Wind Load = 4917: Ib5 Se mented�ahear�W Ef Cisectc_ er G�C�ra ie`�'23Q6j1 z . -- • Reduced by 2w/h per XTYPM �(1'j:_� �'MOM «th(,fit) v (�1�1 `v, 31c av CIF '7771 CDC Table 2305.3.4 5ei5mic 8,014 16.00 501 600 2 • ae applies Wind 4,917 16.00 307 350 4 Strap at Wdw/Door N WDW Hght= 0 fC, Aspect Ratio O 5 1 -;.'�°`" tit'-+' .il' Mrs fis .may;,'y, .; ' .,�• y � .. .,......� g . • ' Shear Load at Wall Height_ B�mP ft Overturning Moment(O.T.M.)= 64112 ft-lb _. Width = 16 ft ReSiSting Moment(l:.M.)= 52608 ft-Ib �Tnb Dec!Load on Wall- O.T.M. - 0.9 R.M. = 16765 ft-1b: Roof= a 4 G ft/2 Uplift= 1045 Ibe Wall= 16 ft Uplift from Shear Wall Above • Floor= '21' :' ft/2 Total Uplift= 1048 fb5 . Provide: STHD14 Foundation Holdown w/ 4x4 Poet ALT: HTT22 r. Di�aphrag �tr,,e55,Drag�o€lector;5 8 'fop Plate [Jgn . ` Total Lateral Load,V= 8014 Ib Top Plate 5trcae= 200 plf Length of Diaphragm, L= :Y ° :.; 0: ft Top Plate Drag Length = 13 ft . Diaphragm 5tres5,v=VIL= w•200 pif Top Plate Splice Load = 2504 lbs _ Length of Shear Wall Line,Lw = W :`+40=j; ft Provide: .2-0516 • Hardware Spacing= 26 w O.C." WA1107\Engineerin0\1107 Plan 2575 36 of 35 • X�.. W 12 i- • INNOVATIVE 29970 Technology Drive, Suite 204 ' a 'i 5/22/2008 • STRUCTURAL Murrieta, CA 92563 05-1107 • ENGINEERING (951)600-0032, (951) 600-0036 Fax s ne: -- , �W. 00dShearWallDe �gn 1'er GBC=Tabl6 23063 _ }G • -12 - fr _ ._ Frdritr of Garage' • I SA,µ vV' =�� Total Length of Shear Waif egmnt5 1� 5c'sm�caLoad _ 1.5� e 4 Load= 504 pef x 30` ft x 19. ; ft/2 = 1664 Ib5 • Load = 3.61 pof x ='30' '' ft x 23 ft/2 = 1142 lb5 Lcad = 0 00m p5f x ry0 ,' ft x = O ft/2 = 0 Ib5 • Lc act x 0` ft x = D LL ft/2 0 fb5 • Load = 0 00 w pof x -& ft x a 0 ft/2 = 0 Ib5 • Load = O 00 pof x 0 ft x 0 ft D Ib5 . Total 5eiemic Load = m 2806" Ib5 PEP. ', � Load= "83 plf x9. w� ft /2 _ 789 A Ib5 Load= 117 plf x - 2 ft ft /2 = 1346 Ib5 • Load = '-0 Of x :O ft 12 = 0 Ib5 Load = =0 plf x O ft = 0 Ib5 Total Wind Load • - #i -'�., �, �.�,,.��.'""~'* -`'' S ;shear Wall End'Post 8�"lloldown Deli 'n '" ��� � a -- _ .� _ • 1 '. ''. Wot`CaSe Wail& �: Shear Load at Will = '2806 I1?5 40 Height= s �78 =Y ft Overturning Moment(O.T.M.) = 22448 ft-lb • Width= n' 15; : ft Ke5ioting Moment(R.M.) = 404 ft-lb TriE3_Dead bail on Wilt _' O.T.M. - 0.9 R,M. = 22085 ft-lb '. .x".•:-.izen:u.,w.a•.v..:x::cuvr:.'xx:. n: :t_e:. Roof= 1r . 1pOp,ft/2 Uplift= 14723 Ib5 Wall= ,' $ ft Uplift from Shear Wall Above = 0 Ib5 Floor= r 21 . ft 12 Total Uplift= E-014723 ., Ib5 Provide: 1 H1=8x1t3"11JS.fa `'f'anel -_ _ ; • � Dla rh. r�5tr" D a�Golf�`cto �Ta . Plate Deli n -- - . Total Lateral Load,V= 2506 lb Top Plate 5trcoo = 94 plf Length of Diaphragm, L= 30'` ft Top Plate Drag Length = 18 ft . Diaphragm_5tre55,v=V/L= 94 plf Top Plate Splice Load = 1654 fb5 • Length of Shear Wall Line, Lw = :_=3Q `' ft Provide: C516 Hardware Spacing = 56 "O.C. • W:\1107\En0ineerin0\1107 Plan 2875 37 of 38 - • F 1 • 114 N HAT IV E 29970 Technology Drive, Suite 204 Date 512212005 • STRUCTURAL Murrieta, CA 92563 y#7 05-1107 ENGINEERING (951)600-0032, (951) 600-0036 Fax oti 01 E2 Allowable Soil bearing Prccoure(pef) Soils Report �A-D 'r,-u_ K 21r Job Number: 5..02.., Roof = .40 1 pef * 730 5 2 + il, f 650.0 plf Wall = ,14-3 pef * .6" + 5 224.0 Floor 45 pef 2 + 6.0 • /2 + 0.0 Peck prof at Cant.Peck only. w= 1360.0 Of • ;ontihou6"F..670Vj s f"equired Footing Width= 1300 2000 50 0.7 ft • 1-5tor-yFooting: M-x E]"wl 5tcel Reinforcing Per Plane 2-5t-oryFootine: ff]-x ED"w/Steel Reinforcing Per Plane - • P max x 5 x Width 144 5=2 x(Depth+' 51ab Thickneco) + Iloa Width P max-at 1-5tory= 55:33 Ib • P max at 2-5tory= 9792 lb • Fi 5 q.x TM18. Op.Pad Footing w/(3)#4 150T.EA WAY Pmax= 7100 L13 F2 5o[.x Op. Pad Footing w/(4)#4 130T.EA WAY Pmax= 1110'/5 L-13 F3 of 5q.x Op.Pad Footing w/(5)#4150T.EA WAY Pmax= 159751-13 FA -42 5q.x •'Op. Pad Footing wl(6)#4 130T.EA WAY Pmax= 21725 L15 F5 5q.X Op. Pad Footing w/(05)#4 130T. EA WAYI Pmax= 28400 LB • WA1107\EmginezrIm0\1107 Plan 2875 36 of 38 • • • • • INNOVATIVE 29970 Technology Drive, Suite 204 • IS[ STRUCTURAL Murrieta, CA 92563 • ENGINEERING Phone: (951) 600-0032 Fax: (951) 600-0036 • • • • Structural Calculations for: • • Plan 3113 • • • • • • • • • • • • • • • w i • • • • • • • • • 5 h-t= D 1 • INNOVATIVE 29970 Technology Drive, Suite 204 Ra 5/25/2008 • STRUCTURAL Murrieta, CA 92563 06-1107 • is[ ENGINEER 1 L NG (951)600-0032, (951)600-0036 Fax M10 -- Calculation Z m p H atR-6 r 60 !�z e 7.5.25 ft • Dead(psf) Live(prof) A, Reduced Live Load(psf) P '20.0 20.-0 20.0 Lr=Lo KI= 1.00 1 R2= 1.00 Wall 0.0 0.0 Roof Pitch=F--1:12 • Floor Z;6 ;0 0.0 40.0 L Lo(0.25+15/(r.,A,)^0.5)) , P1= lbq from atX 1=Fg0-0-ft P2= 1179 from -I k at X2= O.Or, fir -im at X3==0 t Al ft ll�!5 from • Uniform Roof = 40.0 psf*( 3;F ft/2+ 0L ft)= 720 plf Wall = 14.0 psf` 15., ft + �ft)= 21 If Floor = 54.0 ft/2+ ft) 0 Of Beam Weight= 6 plf+ W1= 747 Of • ft pa rt�i i 1:Uhiffii�m-Mtriiibt6d'Lvad...W2..' 5tart at;X End atX=F 5 ft Roof = 40.0 psf'( ft/2+ ft)= 0 plf • Wall = 14.0 psf'( ft + 0 ft)= 0 plf Floor = 54.0 •0;. ft/2+ ft)= 0 plf • W2= 0,plf • 6 ft; End at X= O. f 01stribi5teJ,,W4bd::lA0: 5tart;at X • Roof = 40.0 psf, ft/2+ Opt ft)= 0 plf Wall = 14.0 psf' 7--07 ft + ft)= 0 plf Floor = 54.0 psf* Ift/2+ ft)- 0 plf W3 7 plf • Ad Fa4tixrs�(r, M • F, 1 125 1.30 1.00 1,00 UO's Ing• , E 1D0 1.00 1.00 1,00 Pll= 1961 117a, R2= 1961 lb5 F, 125 1.00 1.00 1,00 l5roArea: 3+14 ir12 Area: 3.14 ir12 mmqx=1 3088g i,lb, vmax=l Igel =1 b • ;,Design ) -Y I- .... mm�. Max Deflection(Y)= 0.07 in 900 psi D+L, Allow Dcflctn(Y)=U 240 = 0.26 Ir.... OK E= 1.60 x 10^6 psi F,= 160 p"i Glu-lam Camber(y) in(3,500 ft Radius) rt.- Pro pe 5ACf= 17412160= 30-7 in3 > 5FEQ = M,". / F'j,= 21.1 in'.... OK • AACT= bd = 25.4 in 2 > AREQ = 1.5-V.� /F,= 13.1 1H2.... 0 K S IAA= 0/12= 111.1 in' > 1REQ=Y0Gt*l a0t yal[OW-- 30.4 in'-. 0 K 7 f ' 14 QVI WA111071ffilginceringk1107 Plan 3113 2 of 43 • • W 15 2 IS[ 1111VA1111 29970 Technology Drive, Suite 204 960 te 5/25/2008 STRUCTURAL Murrieta, CA 92563 05-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax Sim" A Oti'�� -Ala � H .1ANd.. P60M- Pead(Pqf) Live(pof) Ac(rf) Reduced Live Load(psif) Roof= 20. 20.1) 113.8 20.0 Lr=Lo RIK2, K1= 1.00 K2 100 wall 0.0 0.0 Koof Pitch= Z 4.-.,� :12 • Floor 740,6Y 0.0 40.0 L=Lo(0.25+15/(KI,A,)^0.5)) =1340 P1= lbi5 from i5 W'rl'- at Xll= ft' • F2= I be from at X2 ft ' Cl • Z F3= lbe from at X3 = Roof = 40.0 p:ff Ac.6 ft/2+ =ft)= Ir"O plf Wall = 14.0 P 15 ft + [,-L- . (�' �:ft)= 21 plf • -6 Floor = 54.0 pef Mft/2+ E_0:'°_ft)= 0 plf Beam W6,311t;= 10 plf+ W1= 191 plf DistributedW2. Start at X0� ft End at X= ft Roof = 40.0 pof' 42 ft/2+ ft MOO plf Wall = 14.0 p5f- 0,-: ft + ft)= 0 plf Floor = 54.0 P6f. ft;/2+ 0 plf • W2= 560 plf Aiqt Uhjfoq.n.VistRk Id W3 _ 5tart at X D a. ft End at X= ft. :73 Koof = 40.0 Pef �Vdi ft/2+ 0 plf Wall = 14.0 Pof ft + _]ft)= 0 plf Floor = 54.0 P4 t2`ON ft/2+ 0 plf W3= 0 plf • Ft • F, 125 130 1.00 1D0 LoadingKe4qf ts E 1.00 1.00 1.00 1.00 FZI= 3094 lb5. R2= 2506 The F, 1.25 1.00 1.00 10o DrgArea: 4.95 in2 I Area: 4.01 in2 • Mmiax=T 69506 in-lb, Vmax= 3094 lbs, Max Deflection(Y)= 0.04 in F,= 900 Pei 1)+ L, Allow Peflctn(Y)=L/ 240 = 0.26 in E= 1.60 x 10^6 Psi • 17�= 180 p6i Glu-lam Camber(y)==in(3,500 ft Radius) • I " *U -&5ectio -W-1,led fbi*6ectiolf.1 rope 5,',= 73.5 in3 > 5]ZFQ = M'_ F"= 565.4 in3.... OK • AACT= bc1 = 39.4 in2 > AREQ = 1.5'V,,,�/F,= 20.0 in OK • 1 Acr= W/12= 415.3 jn4 > IIZEQ=YaCt*l act/YBIIOW--- 57.0 0 K • F-' ",7 r Oro, • • • • WAI107kEng1ncerinO\1I07 Plan 3113 3 of 43 INNOVATIVE 29970 Technology Drive, Suite 204 1)at;ti: 5/25/2006 • STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951)600-0032, (951)600-0036 Fax � r U 0if 154 �5'CO 0,�21 13.1* Cb It 19V Z, z5i ' T s Ty... 'Qpm 1�::5.'25-.- ft Dead(pef) Live(pef) Ac(rf) Reduced Live Load(pr2f) • -Roof �, "C"0 T-- 6 � 183.a 20.0 Lr Lo RIK2, K1= 1.0 0 R2= too Wall !40L '05 0.0 0.0 Roo Pitch Floor 11-1-4 1i110,101,2: 84.0 40.0 L= Lo(0.2E5+15/(K1j A,)^0.5)) .ig 6 tX i h V voiEfil 4 Fl= I�o from I==ft at X2=P2= I bo frorn t X-6=P3=• li�!5 from ;-,,2 Roof = 40.0 pef* ft/2+ ft) 720 plf Wall = 14.0 pef' ft + ft)= 133 plf • Floor 54.0 pr2f* ft/2+ 0 ft)= 459 plf Beam Weight= 10 plf+ M= 1322 plf Start at X ft End at ft Roof = 40.0 pcf k ft/2+ ft)= 0 plf • 'ft + ft) 0 plf Wall 14.0 pof ��Q,' Floor = .54.0 prf ft/2+ ft)=- 0 plf W2= 0 plf W5 Start at X= ft End at X=F-7-0771ft • Roof = 40.0 pof-( t),' ft;/2+ O ft)= 0 plf Wall = 14.0 pef' ft + I Q• ft)= 0 plf Floor = 54.0 psf*( `O` ft/2+ �ft)= 0 plf W3= 0 plf A' F& (CY- A Fb, 1.00 tio 10o too• A'!� '.n E 1.00 1.00 1.00 1.00 P11= 3469 1 b e, R2 346-9 17 " F, 1.00 1.00 1.00 1.0o L3 r,3 A r ca: 5.55 in2 Area: 5.55 im2 • Mmax=1 54637 1 in-IK VmaK=l 3469 Jb5 Da!3iqrl.V IR& Max Deflection(Y)= 0.03 in F, 900 pis! P i L, Allow I)cflctn(Y)=L/ 240 0.26 in,... OK E= 1.60 x 10^6 Psi F�= 180 proi Glu-lam Camber(y) in (3,500 ft Radius) .t-�g ".6' Lull 49 !�Iqk roo0rtl ge, bri'fr6per14 M !3AM= W216= 73.8 fn3 > 5KEQ = M.. F'j, 55.2 in OK • AACT= b1-' = 59.4 inz > AREQ = 1-5*V.,./F,= 25,9 in20K ACr= 415.3 jn4 > lrEQ=YaGt'1 act/YallOW-- 53.5 jM4.... 0 K • 4 2 rovIJ6. *,.jo • W.\1107\Engineering\1107 Plan 3113 4 of 43 • 13 4 • d V-4 I kf• 1111VA1111 29970 Technology Drive, Suite 204 5/25/200E5 • STRUCTURAL Murrieta, CA 92563 # 08-1107 SE ENGINEERING (951)600-0032, (951) 600-0036 Fax V Nook (3, Dead(pof) Live(pw-f) A:(of) Reduced Live Load(pof) Roof= , - Z. - 218.8 19.6 Lr=L40 KIP21 K1= 0.98 1 K2 100 wall 14. 11.0 0: 0.0 0.0 Roof Pitch=F Floor= 1+14.01--L 100.0 40.0 L=Lo(0.25+15/(KjjAj^0.5)) P1= 117s from at X1= ft at QO..+jft P2= lbe from X2= atx Mft Z=Z� P3= lbro from • K AL Roof = 39.6 ppef*( w34 ft/2+ ft)= 713.3 plf Wall = 14.0 pof*( ft + 1 =ft)= 133 plf • Floor = 54.0 pof*( ft/2+ ft)= 459 plf Beam Weight,= 8 Of+ W1= 1313 plf Faitial Uniforrn,D.110td, Start 0-. ft End at X= fC Roof = 39.6 P15f ft/2+ ft 0 plf Wall = 14.0 pef 0' ft + MO ft)= 0 plf • Floor = E54.0 pof ft/2+ 0 plf W2= 0 plf Start atx= Q ft End at X= ft • Roof = 39.6 prf* 0:--: ft/2+ -0];j ft 0 plf Wall = 14.0 pof* 1,04 ft + ft) - 0 plf • :Floor = 54.0 psf' ' 0 ft + ft 0 plf W5= 0 plf • i-z 'gk F, 1.00 IDO 1.00 1.00 • E 1.00 1.00 1.00 1.00 Iz1= 4104 117e, K2= 4104 1b5 F� 1.00 1.00 1.00 1.0o Br,3Arca: 6.57 ir12 Area: 6.57 in2 • Mmax= 7659511 lin-lb, Vmax=j 4104 lbo Max Deflection(Y)= 0.12 in Fb 2325 psi 0+L. Allow Deflan(Y)=11 240 = 0.31 in.... OKI E= 1,55 x 10^6 Pei • F,= 285 Pei Glu-lam Camber(y)=F-O-0--2-1 in(3,500 ft Kadiur,) Va. ReJ, IL Section Properties .> 5ACr 52.05 in3 > 5rEQ Mm F'� x 33.1 im3 .... OK • AACT= bd = 33.3 it12 > AKEO = 1-5'Vm../F, = 21.6 in2.... OK • 1 ACT= M3/12= 250.1 in > 1R5o=YOC't*l act Yallow= 193.1 in4.... OK 1sZ L w . • • • • • WA1107\Enqineering\1107 Plan 3113 5 of 43 Oh" D 5 IN NOVAT IV E 29970 Technology Drive, Suite 204 Zatl'-;" 5/25/2005 • STRUCTURAL Murrieta, CA 92563 08-1107 • Sl ENGINEERING (951)600-0032, (951)600-0036 Fax -- AW W pep yw. • F Dead(Psf) Live(pof) Reduced Live Load(pof) • Roof ']r7'4 0.0 20.0 Lr=Lo&P,2' Ki 1.00 IZ2= 1.00 Wall 0.0 0.0 Roo f Pitch 4°.4t--1:112 • Floor 159.0 40.0 L=Lo(0.25+15/(KI,A,)^0.5)) • =0 t Xl= ft t P1= 175 from F113t vl ft at X2= P2= �bo from Ibc,from �4r��- sa at O=F�ap41 ft Roof = 40.0 prf' ft/2+ ft)= 0 plf • Wall = 14.0 pc2f* ft; + ft)= 0 plf • Floor = 54.0 r6f* ft/2+ Mft)= --lbro plf Beam Weight= 12 plf+ M= 495 plf Start at X= 7ftu% ft End at X=F-6---I ft Roof 40.0 pqf ft/2+ ft)= 0 plf • Wall = 14.0 psf C 0% ft + O> ft)= 0 plf Floor = E54.0 p5f'( ft/2+ ft)= 0 plf W2= 0 P[f Start at X ft End at X= ft Roof = 40.0 pof 7, ft/2+ F-r, -71ft = 0 plf Wall = 14.0 pFf ft + 0 it 0 plf Floor 54.0 p6f 671 ft/2+ O•,`ft)= 0 plf • W3 4a 0 plf 'k • F,- 1D0 1.00 1.00 1.00 • E 1.00 WO 1.00 1.00 R1= 2985 1176, ?2= 2842 1 bE' 1-00 1.00 too 1.00 6rqArca: 418 fr2 I Area: 4.55 M2 • Mrnax 100161 in-lb. Vmax= 2985 [E5 Max Deflection(Y)= 0.15 in F,= 2.325 psi 1)+L. Allow Deflctn(Y)=U 240 = 0.55 in.... OK • E= 1.55 x 10^6 phi • F�= 285 p5i Glu-lam Camber(y)=EEin(3,500 ft Radius) W tulii on .'.+ + 0 !0*"+'�'*- 5'4zT= L7j?jrO= 114.5 ina > 5REQ = M. / Fv= 45.1 in 0 K • ACT= bd = 49.0 iM2 > AREQ = 1.5*V../F', = 15.7 in 2.... OK I ACT= b,13/12= 800.3 iM4 > IKED=YaCt'l act YaIIOW= 194.7 in4 OK :P� 3YW L • • • • WMIO'Mnoincering1111107 Plan 3113 6 of 4:5 • �'t' `�h'G' B 6 • is[ INNOVATIVE 29970 Technology Drive, Suite 204 Date, 5/2512006 STRUCTURAL Murrieta, CA 92563 # 05-1107 ENGINEERING (951)600-0032, (951)600-0036 Fax n -- • �"'®.^ , 4^s':�w.-�..,;., -....a.�r, 2�+'hWHu ..� � s,'K' '°�:'�"P r ate•. ?� g :`,c''_;as r�?x"' 51:rnplySup or�ed�.lhl®out �arn�Calcii'lation-Y" • RIVER • Dead(psf) Live(psf) A,(cf) Reduced Live Load(psf) Roof 2D 0 2Q 0 47.3 20.0 Lr=Lo R1R2, R1= 1.00 R2= 1.J0 Wall 140 p 0 0.0 O.0 Roof Pitch Floor _ -40.0, 91.9 40.0 L=Lo(0.25+15/(KI AL)^05)) 1 Ibs from . at X= M10,6 .ft P2= Ibs from it X2= 0 0 'ft • P3= x:. a a 1125from atX3 ft Roof = 40 p5 *  x ft Oft) ft)= 200 plf Wall = 14.0 psf*( ft + ft)= 133 plf • Floor = 54.0 psf*( =17:a ft/2+ = 4723 plf Beam Weight= 6 p = 812 pif �- •. If+ W1 artta=;ld form{f3i5trrbcllte l�rp4 �;�.N M 4 Start at X= .` i!?:;s ft End at X= ft Roof = 40.0 psf*( a°(3 ft/2+ O s ft)- 0 plf • Wall = 14.0 psf*( � ft + ;ft)_ 0 plf Floor = 54.0 pyf*( �ft/2+ o ft)= 0 plf • - W2= 0 plf ; l It letiformtDjStxtbUr t;10�1 i ytart at X= r Oar ft End at X= Q, ft Roof = 40:0 psf*( ( 'ft/2+ ft)- 0 plf Wall = 14.0 psf*( 0 ft + O g ft)= 0 plf Floor = 54.0 psf*( ft/2+ f?=R;ft)= 0 pif W3= 0 plf 0d G c 1 04 Fb. 1.00 1.30 1.00 1.00 I bafifil9 Rf aits. F t00 1.00 1.00 1.00 R1= 2131 IbS, R2- 2131 Ib5 too 1.00 1.00 1.0oj BrgArea: 3.41 in2 Area: 3.41 in2 Mmax= 33556 in-lb, Vmax= 2131 165 DPs gn"YalueS o `= Max Deflection(Y)= 0.08 in. Fb-b„ 900 psi D+L, Allow Defictn( =U 240 - 0.26 in.... OK • E= 1.60 r. 10^6 psi F = 150 r5i 61u-1am Camber(y)= 0 01 in (3,500 ft RadiuS) Act+t3al aeC rlsPro erne _= �...w. liir Oection�Prp '16; T`'Acr- b12/o= 30.7 _ ing > SKEQ = M.. / Fib= µ 28.7 in .... OK • P,Acr= bd = 25.4 in2 > AREo = 1.5*V.x/F' = 17.6 in2 OK . I AU= bd3/12= i11.1 In > IREQ=Yact*l act/YaIIOW= 55.0 in'.... OK # 2 W:A1107\En0ineeringA1107 Plan 3113 • s 5 Fv e 7 S INNO VAT IVF 29970 Technology Drive, Suite 204 bates 5/25/2008 • IS[ STRUCTURAL Murrieta, CA 92563 #s, 06-1107 ENGINEERING (951)600-0032, (951)600-0036 Fax fl - !^ ., w_ �....a • +u.fi a°a. u x^am. Ca .^:�.-°.... °'s;. •R.r, �MK4 I �� nrted t�lload �� ri��al ulat'rar� 6Cam,over Gary e p n(L) �I7 ft • " Loads Psri©f37G 1�?J77* Dead(psf) Live(psf) Ar(sf) Keduced Live Load(psf) • Roof 187.0 20.0 Lr=Lo K;KZ, R1= 1.00 K2= 1.00 Wall= 0© 0.0 0.0 Roof Pitch= 4i :12 14[} r r • Floor 51.0 40.0 L=Lo(025+151(Kii At)-0.5)) O =i?aiii w!nad> s P1= ' O ' b5 from e at X1= t O'Lo ft • P2= '' 1b5 from 'at X2= 0 ft a--------x p3= � !3'��w Iby from �i� ' at ft • 3s-°�-�;;.UrP�mxl�l�r� cd;:��'a�i:FW1:�.�, . Koof = 40.0 pof.{ 10 Y ft/2+ oft)= 24-0 plf Wall = 14.0 psf' ft + ft)= 112 plf Floor = 54.0 5f" : ft/2+ ft 81 plf 5e m = 12 + W1= 445 plf C�>t1a=E�no [6ribitteil=Load:rlN2A _ _ �9 art at X `'t�' "�ft End at X '0=`°=� ft i T Koof = 40.0 prf"( : L3 ft/2+ t7 :ft)_ _... 0 plf V y y• ,..Wall = 14.0 psf'( +' ft + ' ,:p-.�,°ft)= 0 plf Floor = 54.0 6f• •_-. 0 plf W2 0 plf Partlal OnifdrmT3istri6c �Lvad gVYr_ 5tart at X ;ft End at X= p; =ft KOOf = 40.0 psf ft/2+ 0-- ft)= 0 plf Wall = 14.0 psf`( t ft)= 0 plf i • Floor = 54.0 psf ft/2+ 0 ft)= 0 plf W3= 0 plf Ad1U�ment;_I=�actc (Gj � . • F 1.00 1.00 1.00 1.00 1 Qad3l?g u155v ` ,' L 1.00 1.00 1.00 1.00 f:1= 3781 Eby, R2= 3781 Ibs F,, 1.00 1.00 1.00 1.00 6rgArea: 6.05 in2 Area: 6.05 in2 Mmax= �192843 in-Ib, Vmax= 3781 Ib5 I3e5rgri=value r§ Max Deflection(Y)= 0.67 in F,= 2325 mm pyi D+L, Allow Deflctn{Y)=L/ 240 = 0.85 in.... OK • E= 1.55 x 10^6 psi . F = 285 p5i Glu-lam Camber(y)= 0.12 in(3,500 ft FadhjL�i SHE ,.��ilctual�ser�rlg 'ro ;ie v :.. Fed=3rclo1r�,g:i Gies 5Acr bdZ/6_ .:..114.3 in3 _ > 5KEa = M.. / F'b= 82.9 in3... OK Ana= bd = 49.0 in2 > AAEo = 1.5'V.../F = 19.9 in2.... OK 1 na= W5/12= 600.3 in4 > Ir.Eo=Yact"act/Yallow- 634.5 OK s s • W:11107\Engineering11107 Plan 3113 8 of 43 IS[ INNOVATIVE 29970 Technology Drive, Suite 204 , 5/29/2008 STRUCTURAL Murrieta, CA 92563 '# 08-1107 ENGINEERING (951)600-0032, (951)600-0036 Fax WWI -- �� a�t8>✓`er,��3�ogd��d"m�Galcul tiorl 8 Imo` '_ �`_ �IU517 Bear>rt A�vvF Ga dP 1711-; ft Dead(p5f) Live(p5f) At(5f} Reduced Live Load(p5f) • Roof 0.0 20.0 Lr=Lo R1RZ, KI= 1.OQ K2= 1.00 Wall 140� CJ"OW, 0.0 0.0 Roof Pitch= 4= :i2 29.1 40.0 L=Lo(0.25+15/(Kii AJ-0.5)) • /o DL Pgttrl;&�oas, ,50„ P7= G3 :ib5from 3tX1= QOx ftfrom left • P1 P2 P3 "'264- P2= Ibs from at X2= �°`:11s'0:=ft from left • "^�" P3= 3751,E Ibs from :Beam.,( at X3= ft from left Roof = 40.0. p5f"( r ` ft/2+ ft)= 0 plf Wall = 14.0 p5f ft + n ft)= O plf a" " Floor = 54.0 5f` 2.33-,f-W2+ 'ft - 62.91 plf _ Beam Weight= 18 plf+ M= 81 plf T':�r;G1�f 1JiirfQrl]1 pl5trabi�l ed I ad."1dV2r` 5tarG at X== L4 .ft End at X=F d71 ft Roof = 40.0 p5f'( -. ft/2+ Mft)= 0 plf Wall = 14.0 p5f'( =' ft + ft)= 0 plf Floor = 54.0 psf'( _: �:';::e: ft/2+ ft)= 0 plf .. _ W2= 0 pif • L rs��}t�ilorrtt l75stribytedP-- 7- ; .._ 1 • Roof = 40.0 p5f"( �D- „ft/2+ O -ft)= 0 plf Wall = 14.0 p5f`( j 4' ft + 7 �ft)= 112 plf S Floor = 54.0 p5f'( ._ ft/2+ 0 ft)= 0 pif • W3= 112 pif F 1DO 1.00 1.00 1.00 homing RP6uiL5 ��z°�' -0` b E 1.00 1.00 1.00 1.00 F 1.00 1.00 1.00 1.00 Left= -92 IbS, Pioht=l 11128 1 Ibs Max Up= -343 Ibs(Dead Load Only Re5i5ting) v �f�a 3gn if tle5 dad. M o se _ -21 in-k , Max Pok.„u,= 0.02• in • Fb= 2900 psi Meant._ -71 in-k Max Def._„k= -0.02 ICI E= 2.00 x 10^6 p5i Vmax= 11126 Ibs - F,W 285 pai D+L. Allow Deflctn(Y)=L/ 4&D 0.25 in .. OK 5 - bA216- 171.5 in3 > 5REQ = M.. / ri,= w24.4 in'.... OK • AACT= bd = 73.5 In > AREa = 1.5'V„,ax/F' = 58.6 in2.... OK . 1 ACr= bd3112= 1200.5 In" > IREQ=Yact'I act/YAIIOw= 692.3 in4.... OK WA1107\Engineering\1107 Plan 3113 9 of 43 1111111111 29971 Technology Drive, Suite 204 5/25/2008 STRUCTURAL Murrieta, CA 92563 is[ 08-1107 • 9 ENGINEERING (951) 600-0032, (951) 600-0036 Fax L W 061-13p,69M-C 10 M in'Garage-- Oro �Ias t' eE&Atioff ffaA KX r`2 Q,Q A p- • Dead(pef) Live(psf) k(5f) Reduced Live Load(pcf) • 1 Roof 20.0. 0.0 20.0 Lr Lo 1�92, K1 1.00 K2= 1.00 Wail= 14.0 Jao 0.0 0-0 Roof Pitch==:12 Floor= KO-: -�Dtol 246.0 37.1 L=Lo(0.25+15/(Klt A)^0.5)) Olhj 3- Loans bs from ff6n--a i.Xl= 7 .3-Ift 4, P2= I bD from at)2==.,Tolft • per",: il�o from a t 0 F'3= Koof = 40.0 pi5f' ft/2+ ft)= 0 plf Wall = 14.0 pof* ft + ft)= 0 plf • Floor = 51.1 P4 I ft/2+ Pnft;)= 382.9 plf beam Weight= 20 plf+ M= 403 plf rp-R1a5 WE"- *tHP6te4T '727 71 Start atx= a ft End at X= ft • Roof = 40.0 P4-( ft/2+ ft) 0 plf • -E] Wall = 14.0 ft P ft 0 plf Floor = 51.1 p�sf ft/2+ ft) 0 plf W2= 0 plf Paifl 'rm,- I-wo j2(otrib6ted1.6i :IW3 Start at X= 70 ft End at X= ft • Roof = 40.0 rof' ft/2+ ft 0 plf • Wall = 14.0 pof* ft + ft)= 0 plf Floor = 51.1 pof* 90 ft/2+ Mft)= 0 plf W3= 0 plf -C. C F, 1.110 1.00 1.00 1,00 -77.E too 1.00 1.00 1D0 Kl 13632 be, R2 5761 _-F-V 1-00 1.00 1.00 1.00 DrgArca: 21.81 in2 I Area: 9.22 in2 Mmax= 596145 in-lb. Vmax.= 15652 =[7r, 1)C51 n 16 Max Deflection(Y)= 0.69 in Fk,= 2900 PEA D+L, Allow Peflotn(Y)- L/ 240 1.63 _2.Kj. E= 2.00 x 10^6 psi F,= 285 psi ro CA""", 5AG-r= b 111ro= 224.0 In > 5REQ = M... Fb= 205.6 in OK • AmT= bd = 84.0 in2 > Agto = 1.5-V,/F,= 71.7 .... in2OK • I Acr 1792.0 in" > lr14.. OK 'E0=YMct*I act/Yallow-- 1201.9 P,r1QViM1�-11u *'1tP*--:1 • WA1107\Enaineerinq\1107 Plan 3113 10 of 43 D 10 INNOVATIVE 29970 Technology Drive, Suite 204 A`cr': 5/25/2008 • STRUCTURAL Murrieta, CA 92563 05-1107 IS[ ENGINEERING (951) 600-0032, (951)600-0036 Fax • 16 P ya 'jj P-p P rage. XOMD Oa k P ~y LILT'11-Z5 j ft .......... • Dead (rof) Live.(prf) A,(5f) Reduced Live Load(peif) -20b 720-.01:" 223.3 19.5 Lr Lo 91 0.9 K2 0 Roof 100 Wall 0.0 z 0.0 0.0 Roof Pitch=1 1:12 • Floor ?01 58.8 40.0 L=Lo(0.25+15/(KI At)^0.5)) -6: 1 t X11=F0.0 1-409F.Ok t�NPIWIl-, Pl= I ioc,from • P2= 1bro from T at X2=ENN ft 17 1 0 from ��k atx'3=�ft 41fogmQ W W1 Roof = 39.5 p,,,f ft/2+ 395.4 plf Wall = 14.0 pi5f- ft + ft)= 112 plf Floor = 54.0 rof' ift/2+ ft)= 1,35 plf IV 15cam Weight= 12 Of+ W1= 654 plf W2 r Start at X= � 'O� ft Emel as X= ft ........... Roof = 39.5 p5f O -- ft/2+ ft)= 0 plf Wall = 14.0 psf'( ft + 14, 70'.+*t ft)= 0 plf Floor .= 54.0 p0f ft/2+ b ft = 0 plf W2= 0 plf ::j 5tarT.at X '0-,--- ft End at X= ft Roof = 39.5 prf ft/2+ ft)= 0 plf Wall = 14.0 pi5f ft + ft)= 0 plf Floor = 54.0 rof Ae ft/2+ ft)= 0 plf • YO= 0 plf Adjustment F • F, 1.00 1.00 1.00 1.00 "° "Loading Results E 1,00 1.00 1.00 1.00 3843 lbs. R2 6545 Ibs 1.00 1.00 1.0 13rgArca: 6.15 in2 Area: 6.15 in2 Mmax= -135481 in-lb. Ymax= 3643 rl b5 Max Deflection(Y)= 0.23 in Fb= 2325 psi P+I-, Allow Peflctn('Y)=L/ 240 = 0.59 in.... OK E= 1.55 x 10-65 P61 = 285 p5i Glu-lam Camber(y) in(3,500 ft Kacliuo) �=/lctuatz6 -di do l Properties: `'ACT= 114.3 iM3 > 5KEQ = M.. / FL, 58.3 W.... OK • AACr= l7d = 49.0 in2 > A,,o = 1.5-V,,_/F,= 20.2 in20 K ACT= bc13/12= 800-3 in4 > IrEQ=YaCt*l act YallOW-- 308.1 ink.... 0 K • • • • • si W:\11071En,3inccring\1107 Flan 3113 11 of 43 i • • 5 riv 510 VJ IS[• INNOVATIVE 29970 Technology Drive,Suite 204 5/22/2008 • STRUCTURAL Murrleta,CA92563 a 08-1107 )600 0032 (951)600 0036 Fax n' 1 _ �a '°ecral-Se 5mr+c Load`Combrnation5 for-1)i5contltluoue'5l c W II • ar a «�&�upporG�ngi3eamy[7e51gn per'2pQ7 CSC�,Section.�1605 z 5eiemic Load on Beam 7. roq.:of. 7.3. - - Wall Length: • Seismic: _ Sum: 7 Load= 5.84_,:. psf' = 29.5= f6' 12.5' (ft/2) 1.077 lb 4.00 • Load= v0A0. psf' ' . .0 ft o- (ft/2) 0 !b 3.0 Load= "''O,OO Pa. -�o..a. ft (ftl2) O 117 • Laad= 0.00,. .' psf" ;:';"fl ft' 0, (ft/2) = 0 Ib Shear(01E)= 1,077 Ib = 3 Per ASG'E7.55,rab/e 12.2-1 • E„1,-As"01E = 3230 ];be Per CBL Sect on T60�4 6 ASCE 7,5eetion/24.3 Load at Wall(Fmj = 3,230 ib5 Wall Height==ft Moment Arm _ ;l, + 12= :* ft Down Force=r 2.191 Ibs(Use at 5eom o syn) Q.T.M. _ 25,842 ft-It, nWOW.rBeari'tCf.AI ulation�a,�. . 1p Flush 136iK64rGarage 5pai,{L Loads,,`;P.er,;2007xGBC�687.9�1607.112`&,1„Fi05:4 w " �' � Dead(psf) Live(psf) /4(sf) Reduced Live Load(psf) Roof= 20.0' n '20.0^' 221.7 19.6 Lr=Lo R F,. R1= 0.98 P.2= I.00 • Wall= '=14.0 .'T: `'' 0.0," 0.0 O.D Roof Pitch Floor=:' ':14.0 40.0" 53.4 40.0 L=Lo(0.25+15/(Y4i Ac)^0 5)) • r. gEoirii_L4adBc P1= 2,154 Ibs from CDC Load Case 1605.4 at X1= -11.0 ft P2= Ibs from = _ *at.X2= 0.O'ft P3= O- Ibs from -° 'atX3= '0:0 ft :Uniform Diott"ted • 12D+0.5L= Roof 33.5 psf'( =18" ft/2+ `_1' ft)= 335 Of 1.2D= Wall 16.8 psf'( ;y:8 ft + O.,=:,ft)= 134 plf • 12D+0.5L= Floor = 55.0 psf'( 7;5 'W ft/2+ .-k a- ft)= 138 Of Deam Weight= 12 Of+ WI= 619 Of Partial Uniform :a a StartatXr, :;0,.`ft End atX=Oft 1.2D+O.5L= Roof = 33.5 psf'( .�. ft/2 r `v O" .: ft)= 0 Of 120= Wall = 16.8 psf'( fi.O ft +I • `„w,© 4 ft)= O Of 1.2D+0.5L= Floor = 55.0 psf•( "J:O.�ftl2+ r7 ra. ft)- 0 Of W2= 0 Of f artial Uniform flistriliuGid;Lai3d W3:_'-sz*.;. Start at X= :0. ft End at X==' ft • 1.2D+0.5L= Roof= 33.5 psf'( iO w ft12+ 0. ft)= 0 Of 1.20= Wall - 16.8 psf•{ s Ox ft + ft D;r=: )= 0 Of • 1.24+0.51-= Floor = 55.0 psf'( =0;:.:ft/2+ 0ry_ :ft)= 0.plf W3= O Of Adlu�tmetlt Faotore(C) F„ 1 1.00 1.00 1.00 1.00 E 1.00 1.00 1.00 1.00 K J= 3733 Ibs, R2= 5639 Ihs • F 1.00 1.00 1.00 1.00 9rgArea: 5.97 in2 Area: 9.02 in2 Mmax= 142677 in-Ib, Vmax= 5639 ib5 • Flo= �eg23251uee �sl-=: ftax Deflection = 0.21 in • E= 1.55 x 10"6 psi F = 285 r6i Glu-lam Camber(y)= 0.06 in(3500 ft Radius) rt105 '.�VB`pe ff^�wft;� ,:._. irirectl5ictlon,Rro artics;��. .:. • SKT= bd2/6= 114.3 in3 > Srl:o = M,,,", / F'b= 61.4 in',... OK • Aner= = 49.0 fn2 > Axo = 1.5,v.../Fv= 29.7 nz.... 0K 1 A =bd'/12= 600.3 1n" . provide:` °' 1 .. rAo '• 1 . ,x.. 1a. 5CL- • WAl1071EngfneeringU107 Plan 5113 '2 c`43 • INNOVATIVE 29970 Technology Drive,Suite 204 5/2 =08 • STRUCTURAL Murrieta,CA92563 ob no7 ` ENGINEERING (951)600-0032,(951)600-0036 Fax a': a\ Walipefjectlon Per 2.007 CBC 5ectlan 2305 3 Z • _�._�.,,. '°' �---&�ASC�7�0�Sect�ol�t2 8 6 w/5upportin9<[3eam�7effectlon_ _.�: � w; • 4 Front of Bedroom 2 • Total Length of Shear Wall Segments_ 7 - " - 'Saerriic�nd 1:oaa(strength lave()Fe'r Lalcrilatlori*fiect: "'_� x ": ' ` W 4.1 • Load,v= : 1077 The x 1.4/ 7 ft 215'; plf Shear Wall_Type: ^' . 6g, a, . ;Par i)ctail t/S�2 3 Galcs,latign Sheet W%11, None MA T_A7, _ „ .5, ax .s aHnidowrilfmrsion Tiosw/ ', 2 x k _ Poet, _ =Elastio Shear. ..H is lacament;b' ar.CBC 5cction.2305.32 E`uation.23-2 b" = 8vh3 + vh + 0.75h* + hJ. EAb Gt b Area of Boundary Element Croce Section(in) • 'A, = O 000 Vertical Elongation of Overturning Anchorage(in) ':E* t,.6 is fbod Elastic Modulus of Boundary Element(psi) On. Nail Deformation(in)-Table 2305.2.2(I): lWastener= 107.7 8d Common Nail at Shear Wall Types 6.4.3.6 2 (21/2"x.131") Mote Increased e"by 20% 10d Common Nail at Shear Wali Type.1 at S.W.Type*6.4.3,G 2 for Non-Structural I Plywood (21/8"x • ye = OIJ24 Nail Deformation(in)-Table 23052.2(1) • Gt = 29,062` Rigidity of Plywood(Win of panel thickness)-Table 23052.2(2) 058,24/O Span Rating,(15/32"-5.W.Type 1,3/8"-All others) • h- = 8.00 Wall Height(ft) . v4, _ _215 Maximum Design Shear(plf) =b 70 Total Shear Will Lengths(ft) • "'' �.' - -,-'D.431r�"In. E/ast/cS.W.p/splacementPerGBC2305.3.2+ . Supporting Seam De-a onper 1605.4 %AMMIfie_d Elastic Shear Wall D s faceiherrt lnelaetrc Ran e b Wy •- 'i r-ASCE,.-05 5cctian 12.8.6 E uation-12.8 15 s s Deflection Amplification Factor • a" _ Cd axe xr'a_ - Per Table 1 . 1 4 1 Importance Factor Per Section 11.5.1 • `—6; =7.1.72_ Amplified E/aetra S.W.Piap/acement Per A--GE 12.6.6- a=' .::` :;. _,>'.-.'Albwble Story;Drift.Q,,por ASCE 7.05 Section 12.12 x - . - Occupancy Category A„ = 0.025 h"" ?Fide = I Story Height = ;» s A.R. =ft. in. 8" < �� Story Drift is OFJ • • • W:111071EngineeringU107 plan 3113 13 of 43 • [3 11 INNOVATIVE 29970 Technology Drive, Suite 204 tc:' 5/25/2005 • STRUCTURAL Murrieta, CA 92563 x # 05-1107 IS[ ENGINEERING (951)600-0032, (951)600-0036 Fax -4-ArT. 60 1& '- e,rs 7,Asi qrpop�;' r- H 111042M M Jft Dead(psf) Live(psf) A,(ef) Reduced Live Load(psf) • Roof 20.0 Lr'I 14ro.3 Lo KF,2, P'l 1.00 R2 1.00 --cEp; 0.0 0.0 12 • Wall 14J6�'16 Roof Pitch Floor 0.0 40.0 L=Lo(0-25+115/(Iyj A,)^0.5)) �r 4� at X1 =0�0 ft P1= ILr,from 0-+ ft P2= lb�,from at)(2=1 x3=L:0-`ft Roof = 40.0 psf*( ft/2+ ft)= 200 plf Wall = 14.0 psf*( ft + Q-'i ft) 21 plf • Floor = 54.0 psffV2+ M- ft) 0 plf Beam Weight= 10 plf+ M= 231 plf Start at X ft End at X= ft Roof = 40.0 psf*( p ft/2+ �Qj ft)= 0 Plf Wall = 14.0 psf*( A ft + ft) 0 Of Floor ft/2+ 0- !ft)= 0 plf E54.0 psf D . W2= 0 plf Partial Uniform --u Start at X End at;X= ft;Roof = 40,0 pcf 6 ft/2+ 0'- ft)= 0 plf • Wall = 14.0 pof'( ft + 6 ft)= 0 plf Floor = 54,0 P4 ft/2+ �O ft)= 0 plf • W3= 0 plf 1.25 1.10 1.00 1.00 Coailmg- E 1.00 1.00 1.00 1.00 1073 lbs. K2= 073 lt?s F, 1.25 1.00 1D0 1=00 ren: 0 im2 DroA 3,0 Area: 3.00 in2 I Mmax= 91309 Vmax= 1873 Ibs Max Deflection(Y)= 0.54 in F,= 900 ps 1)+L, Allow DefIctri(Y)=L/ 240 0.61 in.... OK • E= 1.60 x. 10-6 Pei F,= 180 Pei Glu-lam GarnWr(y) in(3,500 ft Radius) -jig" Mar;* V-�" ""mV, _4 lo ToPort V ..+ . 5ACT= 73.8 in3 > e. 73.8 in OK • AACr= bd = 39.4 iM2 > Amo = 1.5 V,,,./F',= 12.5 in OK • I Acr= 415.3 in-4- > IREQ=YaCt*l a0t I Yaf[OW= 278.2 OK 21 Grade 21 WA1107�Enginccring\1107 Plan 3113 14 of 43 D 12 INNOVATIVE 29970 Technology Drive, Suite 204 b'aT`o' 5125/2005 STRUCTURAL Murrieta, CA 92563 05-1107 ENGINEERING (951)600-0032, (951)600-0036 Fax 7"f"777 7m.1711 p .1 m a p"'p A -M arpoe ptibn oor ea�araoe- er La-2:5 j f r- • Pead(psf) Live(psf) AL(6f) Reduced Live Load(psf) • Roof= 20ff u--.2001' 177.4 20.0 jLr=LoRR2. R1-T=R2= 1 1.00 Wall 0•k"-d 0.0 0.0 Roof Pitchd, W 7 Floor= 14'01 �40--Q It- o 4 0.0 40.0 L=Lo(0.25+15/(K,A,)^0-5)) R, Fl= bo from X1= bi o ft • F2= �i;7i5 from 0.0 11�5 fromfromatX2=+P ft . - at x3= �d +*o ft Roof = 40.0 psf' ft/2+ . '' ++ft)= 450 plf Wall = 14.0 psf ft + 2---7--J ft 21 plf pef 0 plf Floor 54,0 ',4p4..jft/2+ L]2Ljft)= Beam Weight= 5 plf+ M= 479 plf f#1 4 I:Uniform0jotri6j6tiia-BBidd':.'W2' 'g Start End at X= ft • Roof 40.0 psf Tp:-7 ft/2+ ;V- ft)= 0 plf Wall = 14.0 pof -1 ft + -'O ft)= 0 r1f Fictor = 54.0 psf 0 ft/2+ 0 plf W2= 0 plf Start at X ft End at X= ft Roof = 40.0 psf*( -0 W2+ 0+- ft)= 0 plf • Wall = 14.0 pof*( �6 wft + 6 ft)= 0 plf Floor = 54.0 psf' LO ft/2+ 6 t ft)= 0 PH: W3= 0 pif C Y-11-1 F, 1.25 1.20 1.00 IDO t E 1.00 Wo 1.00 1.00 RI= 1975 1b5, R2= 1975 lbq F, 1.25 WO 1.00 1.00 broAraa: 3.16 in2 I Area: 3.16 in2 Mmax= 48856 in-ij,, Vmax= 1975 rUi Max Deflection(Y)= 0.14 in F,,= 900 Psi D+L, Allow Dcfictm(Y)=L/ 240 = 0.41 • E= 1.60 x 10^6 psi • F,= 180 pwi Glu-lam Camber(y) In(3,500 ft Ra liuo) 5AC1- L,,1216= 49.9 1M3 > 51ma = M... / F'j,= 305,2 in OK • AACT= bd = 52.4 in2 > ArEn = 1.5*V.../F'�= 13.2 in OK • I ACT= b 13/12= 230.5 jH4 > IrEo=yact*l act Yallow= 75.65 In4... OK RIM • WA1107�Enqimeerirg\1107 Plan 3113 15 of 43 • Fit, 13 13 • IS[ INNOVATIVE 29970 Technology Drive, Suite 204 Date 5/2512008 STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951)600-0032, (951) 600-0036 Fax rc 14 'age WOM Impasp • PC"(pof) Live(pof) At(of) Reduced Live Load(p5f) Roof 20:0. 112.5 20.0 Lr=Lo RIPp KI= 1.00 K2 1.00 Wall 0.0 0.0 Roof Fitch 4a, Floor 163.6 40.0 L=Lo(0.25+15/(KR A,)^0.5)) p1= 46 ID5 from it X1= ft P2= i�mo lbo from Ma!iLfig,�. at;X2= lb5 from at X3=: ft Roof = 40.0 p5f ft/2+ } Dom±ft)= 0 Pif Wall = 14.0 ft + 0 rf Floor = 54.0 pef 1*+'6-jft/2+ 0. ft)= 0 pff 13carn Weight= 15 plf+ W1= 15.2 pif qgunifi�tQ 0'' q��tad 5tatatX= .� 5ft End at X=F17t5 �ft6 . Roof 40,0 pof ft/2+ 1 ft)= 200 plf Wall 14.0 p6f ft + ft)= 112 plf Floor = 54.0 psf 1-65-W2+ b ft)= 35.91 plf W2= 348 plf 1p i1phifq Oelb4t� End at X=[ 7t ', ft ft Roof = 40.0 psf*( ft/2., F70 9 ft;)= 0 plf Wall = 14.0 p5f*( 0":6z ft + Ift)= plf Floor = 54.0 pef' '--l-D,L ft/2+ fflft)= 0 plf W3= 0 plf 70 F, 1.00 1.00 1.00 1+00 L' 'al R1666 E 1.00 1.00 1.00 1.00 P'1= 5969 lbo, K2 4907 ibr, • i F, 1.00 1DO 1.00= l5rgArea: 9.55 in2 Area: 7.85 im2 ' Mmax=l 425718 in-lb, Vmax= 5969 fly Q-*ge�Y4 pek-+':--�� : -, Max Deflection(Y)= 0.62 in • Fb= 2525 psi P 4 L, Allow Peflan(Y)=L/ 240 = 0.55 in.... OK, E= 1.55 x 10^6 Pei F�= 285 Pei Glu-lam Camber(y)==in(3,500 ft,Radius) E�ACT= WIG= 169.0 ins > 5'ZEQ = M... I F't, 162.2 ir113... OK • AArT= 63.0 1,2 > AREA = 1.5'V,.�/F, 31.4in2.... 0 K I ACT= M5/12= 1701.0 jn4 > lPF0=Y30t'l aCt: YaIICW= 1203.6 j,4'... 0 K K 777-1 '0 wsw-pscL WA11107\Engincering\111107 Plar,3113 16 of 43 �ht WA 1 IS[ INNOVATIVE 29970 Technology Drive, Suite 204 D to x 5125/2008 STRUCTURAL Murrieta, CA 92563 °# 08-1107 ENGINEERING (951) 600-0032, (951)600-0036 Fax d.: -- x ; _ 1Nind Loads ASCE 7-D5 Allowabie:5trea , _esi n =Rr td 5truclure, > 1 O:Hx "Y, ,3.- .=... 5tructure Period,T 0:20 " , f=1/T= 5.00 Hz > 1 Hz..... OK! • Baeic Wind Speed(35-Gu6t),V= 85 = mph Figure 6-1 • Building Occupancy Category= ` = N=- :- Table 1-1 Wind Importance Factor,Iw= 1.00 Table 6-1 Exposure Category= '" _ `B - ." Section 6.5.6 Mean Roof Height,h= �� '.2U.- ft • Building Length,L= 40_ ;fG Figure 6-6 Building Width,B= `'r.., . `:A56 "_ ft Figure 6-6 L 113= 0.71 Figure 6-6 . h/L= 0.50 Figure 6-6 Roof Pitch= =4 :12, 0= 18.4 degrees Topographic Factor,Kzt= "'_'100=' Section 6.5.7&Figure 6-4 Velocity Pressure Exposure Coeff.,Kh= 0.62 Section 6.5.6.E&Table 6-3 • Directionality Factor,Kd= . :=085= Section 6.5.4.4&Table 6-4 Gust Effect Factor,G '" D 85 Section 6.5.8.1 • Enclosure Cla55ifiication LLEncloSed Section 6.5.9 • Roof Velocity Pressure,qt,a,q== g 9.75 - psf q=0.00256 KhK 1KJV`I,Sect 6.5.10 Main Force Kee15ting;5ystem ,'Design Wrnd Pressure,-;Section . - External Coefficients=Cp- Figure 6-6 . Section 6.5.12.2.1.P=gGCp-gj(GCpr) Internal Coefficient=Gcpi-Figure 6-5 + Internal - Internal 1 Windward Wall Pressure,P=qhG*(Cp= 0.80 ) - q=*(GCi = -016 '11 )= 4.87 & 8.38 psf . 2 Leeward Wall Pressure,P= G*(C = -0.50 ) - q)," GCi= 0.18, _ qy, p_ ( ) -5.90 & 2.39 psf O Windward Roof Pressure,P=qhG*(Cp= -0.06 ) - gh*(GCi= 018 )_ -2.22 & 1.29 psf • P=qhG*(Cp= -0.49 ) - qh*(GCi =L 0.18:` ) _ -5.65 & -2.34 psf • O Leeward Roof Pressure,P=qhG*(C,= -0.57 } - qh*(GCi= Q 18 ) _ -(3.47 & -2.96 psf • P y hr_ ��24;0 = ft� x h2= hr • h2 1 :.� „'e'<2-Stotyf?eign,, tri..: .ff.(X-Direction). • b 2nd Fir Windward Wall,P,*h2/2= 36 plf • w 2nd Fir Leeward Wall,PZ*h2/2 = -25 plf • Wind 6of(Poe),P3*(hr-h,-h2) = 9 plf roof-E!'Ifft(jr 04. h, 1 2O Wind Roof(Neg),P3*(hr-h;h2) — -39 Of --> -37 plf • b Leeward Roof,P4* hr-h) = -43 plf > -41 plf W IV . oo,,DeSrgn:Stnp pr *s ` 112 . pff ' -7& plf let Fir Wind Wall,P,*(h2/2+h,/2) = 71 plf . 1st Fir Lee Wall,P2*(h2/2+h,/2)= -50 plf • 5t r;� es,gn.5t�rrp pl �� ,�.121 _= plf W1nd F©rce*"'- : 234 plf , • 0, p':, n'hTt L2 • INNOVATIVE 29970 Technology Drive, Suite 204 Date 5/25/2006 • is[ STRUCTURAL Murrieta, CA 92563 w# 08-1107 ENGINEERING (951) 600-0032, (951)600-0036 Fax -�Y -- � � v Bin; uake'Load Ana1y5 5 at 2-Story 13uiidirlg � Proposed Project Location: City of Cake Elsinore, California Latitude,deg Longitude,deg .: Ex.. Governing Code: 2007California Building Code(CDC) �;' '33'7D56T° ``'` =117.3227 • `50ilo Report: Albue Keefe Job# 1216.02 Dated# 24-Jun-05 zg EarCFcuake Deigr:aperGhaErCer 16 of2Q0,.7. • Dead=Li7ad.,(W)rp5� �^,.z..:•°'• ;:�#: _;,. , ,Earthc(uakeDesign 1?arameter�` Roof psf Site Cla55= D Per Table 1613.5.2 • Wail p5f Short Period 5.A.,5$_ 9.50"' ` U5G5 Total 2nd Fir= _ 30 p5f 19 Period S.A.,51_ ` 0:6D_' u5G5 Floor= 5f Site Coefficient,Fa= 1.00 Table 1613.5.3 1 Wall= 2Q" p5f Site Coefficient,F„= 1.50 Table 1613.5.3(2) Total 1st Fir= 34 p5f 5me=F,55= 1.50 EQ 16-37 . Total Weight W = 64 5f 5m,=F,,51= 0.90 E016-38 505=2/3 5ms= 1.00 EQ 16-39 Vr 5D1=2/3 5m,= 0.60 EQ16-40 Seismic Design Category= D 1613.5.6(1)&(2) h Vf Height of Building,h„= r`20.00'; ft Response Modification,R= -,6;50�, Table 12.2-1 • l Importance Factor,le= 1.00 Table 11.5-1 . 1 Occupancy Category= ii Table 1604.5 sEiuivalcnt�LateralFoe;12:8.;&.:2007 ' Seismic Design Parameters per Soils Report as provided ri CBCr1605:3:2` _.:. " Tables listed above are located in Chapter 16 of Governing Code V=C5W Approx1mate Fu_ndamcre_tal Pa_nod(T) 12i 21 v Cs=50s/(R/I)= 0.15 Cti = 1t0.Q2 Table 12.5-2 Cs=5D1/T(R/i)= 0.49 Max x= '`'q.75n o, Table 12.8-2. . Ce= 0.01 Min T=Cti(h„)"- 0.19 Base Shear,V= 9.85 p5f Long Period Trans,T� _ =' �12' Figure 22-15 Allow 5treee V/1.4= 7.03 p5f (Sect.12.3.4.2) = 1.30 Rho =.. - •.__ Vert�eaE.D f.=For Section12:8,3.t' ....;,-._ ,._... [5tnbut�on o ce er • Eh =p Qe= 9.14 p5f Wi hi WiO EWihi' *Fx(p5f) EFx(p5f) Ev=0.250r P 30 37,E 510 510 5.84 5`$9 =Roof(Vr) 34 s8.5 289 799 3.31 3.31 J Floor(Vf) . 64 1VU 0 799 0 914 =Base(Vr+Vf) • "Fx=C�V Cvx=Wihir/S'Wihi: . k=1.0 • W:\1107\Engineering\1107 Plan 5113 15 of 43 tiht` W 1 29970 Technology Drive, Suite 204 {late' 5/25/2008 INNOVATIVE 9Y x ?s:sr.,. .. STRUCTURAL Murrieta, CA 92563 �Yw .�Q� 08-110'7 ENGINEERING (951) 600-0032, (951) 600-0036 Fax '-''Waod 5hear Waft De51gn'� f'erCBCTable 2306:31 tom, .._ . . • 1 lLeft-crt 2nd Floor.- • Total Length of Shear Wall 5egment5 M-0-�':� • Load 5 8�4 pef x 34 5 ft x -40=. ft/2 = 4050 Ib5 8 Load = "5.84 p5f x ,11 ft x 29;5: ft/2 = 948 lb5 Load = O.OD psf x �O _= ft x -0 y ft/2 = 0 Ib5 Load = O.Q p5f x 0, ft x Dom. ft/2 = 0 Ib5 Load = .D:Qa:_ ; ref x 0 ft x -':O. ft/2 = 0 Ib5 • Load = -': O.00'-. p5f x -gib. ft x Q ft = 0 Ib5 Z- �r711 Total 5eiomic Load ! Load = 112 -= plf x : `t 2 = 22Z-0 Ib5 Load = plf x D - ft 12 = 0 Ib5 . Load = D M'° pff x ft /2 = 0 Ib5 Load = =b plf x orb ft = 0 Ib5 • Total Wind Load = 22.40 Ib5 • 5egmeated Shear Wallhec per C-F3C 'able 2306 4.1 - "Reduced by 2w/h per- 711723 WKWONTotal Wi�h% v(-1pw� " v, glow( f} Type C5C Table 2305.5.4 Seismic 4,977 15.50 321 600 2 • as applies Wind 2,240 15.50 145 600 2 • Strap at Wdw/Door N WDW Hght 0 ft Aspect Ratio= 0.4 1 ,yam 5bearWall End Post&Fioldown pe5tgn WorSCase Wall 5hear Load at Wall = _ W497-7 Ib5 Height= ft Overturning Moment(O.T.M.) = 39817 ft-lb Width= 2 r.: ft Resisting Moment(R.M.) = 33516 ft4 Tri6Dead:Loadon';Wali; O.T.M. 0.9 R.M. 9653 ft-lb g;e,,:"�T-i::A:cs.,x_.,.,_ w t Roof= ft/2 Uplift= 460 Ib5 Wall= - 8a1:. 4 ft Uplift from 5hear Wall Above Ibs • Floor= $_; O -" ft/2 Total Uplift= 460 [be Provide: C516 Floor to Floor$trap w/ 2x4 Poet • I7iaph ar gm -trey ,Mr."M IIBc�°org" 8c fop E'I #e D gn • Total Lateral Load,V= - 4977 lb Top Plate 5tre55= 144 plf Length of Diaphragm,L= - '`34.5' - ft Top Plate Drag Length= ft Diaphragm 5treee,v=V/L= 144 plf Top Plate Splice Load= 1298 Ibe Length of 5hear Wall Line,Lw = ; 34 5 ::-ft Provide: C516 Hardware Spacing= 37 "O.G. WA1107\Engineerin0\1107 Plan 5113 19 of 43 5ht: W 1 s INNOVATIVE 29970 Technology Drive, Suite 204 5129/2008 STRUCTURAL Murrieta, CA 92563 # 08-1107 ENGINEERING M �> (951)600-0032, (951) 600-0036 Fax Perfoiaced Shear Wall.Design w/_FOrce Tl an5 er Y�,X;� �. P�round 0 enm ��. Cou led Beam Analogy Per 2305 3.81 w ._... .._...;•-e.'x,s..:- ,._...���„: ,..._�� -� � ram. ��• .��,. :Flood e V,Shear= 4977'' - [be 5hear,:Walf�Am$n61on9,a '- S.W.W;dth,A- 7`5'y ft • V B= _..7-5 ft III I VIIPill Oft • D= bra 7`5: ft I� IX E_ ;=A <,P, ft w = F= 2:5_ ft IV x H= 8 ft W= 20.5 ft V VI xII xl . 4,4 1= P+E/2= 5.5 ft J =A+B/2= 10 ft w L1 =C+13/2= 10.5 ft S -- U 0=P+E/2= 5.5 ft `vr=`:i �e5L1t5 Provide Type 2 5hear 5hear Entire Wall with • C516 Above&Below Opening �J� X K-V'[AI(A+C)] = 24-05 Ib5 Tr Y= K'I /J = 543 Ibs - I X=Y'J/1 = 2408 Ib5 • I I T=[(Y'6/2)/P] = 1405 Ibe� I ul = T/(5/2) = 562 plf • W • W:111071Engineerin011107 flan 3115 20 of 43 �w zy f Z= [(K-(E/2))/A] = 642 Ib5 u� II • -� W= [(K"(E/2))-(Y'A)]/A = -201 Ib5 < u„= K / A = 321 pif A Y • J J = K-T= 1003 Ib5 • III `Y J/A= 134 plf • IW K Zi1 �Y K • T I Q=[K`(E/2)/A] = 642 Ib5 F= ((Y`A)+(K'(E/2)))/A= 1485 ib5 u,,,= K/A= 321 plf r� D=V'H/W= 1942 Ibs • ~— N = ((D*A)-(F'A))/F = 1372 Ib5 Y LL R= ((Q*A)+(N'F))/A= 1099 Ib5 • p N M =((K'F)+(Q'A)-(R'A))/F = 1037 Ib5 Frovide C516 Strap UV= N /A= 183 pif �I L= K- N = 1037 Eby W u,,,= L/(5/2) = 415 ?If x_ K=V'[C/(A+C)] = 2569 Ib5 O + vll Vill Y= K"O/L1 = 856 Ib5 Y • X=Y'L1/0= 2569 Ib5 0 Ix } • K YI • B/2 • � T T= [(r[5/2)/D] = 1427 Ib5 • MMIOAEngineering11107 Plan 3113 21 of 43 T/(13/2) = 571 plf Governs Shear-Type IL W < • —T Z= [(K'(E/2))/C] = 685 Ibs • W= [(K'(E/2))-(Y'C)]/C= -214 Ibs K/C= 321 plf • J = K-T= 1142 Ibs J/G= 143 plf �z K w • K Y • x u Q= [K'(E/2)/C] = 642 Ibs P= ((Y-C)+(K'(E/2)))/C= 1495 Ib6 1 uX= K/C= 321 plf �c� • +a K M _ " ,� I x i D=V'HIW= 1942 166 N = ((D'C)-(P'C))/F= 1420 I176 • N i u K=((Q'C)+(N'F))/C= 1086 Ib6 • c�1 M -((K'F)+(Q'C)-(I,'C))/F = 1149 Ibs • v,� = N/C= 173 plf • L xii m� L= K N = 1149 Ibs uX„ = L/(13/2) = 459 plf • W:\11071Engineering\1107 Plan 5115 22 of 43 • -, 5ht W 2 INNOVATIVE 29970 Technology Drive, Suite 204f7te 512512008 STRUCTURAL Murrieta, CA 92563 x '#' 08-1107 • ENGINEERING (951)600-0032, (951) 600-0036 Fax �� } Wood Shear-Vlla!! Designs=°f er CBC Table 23d6 3.1" Al -5 • � �-'T - _ 5 g ,} Kight--vf:2nd,Flbor `. of 5hear Wall Total Length e ment5 a.. , r a `5eismic Load x 4 / 030 Ma 14.5 • = ` t&54, p5f x :345. ft > 0_ 2 = 4 Iby Load . Load = 5,8 :Y p5f x _�_=11-=v: ft x x29.;5.� ft/2 = 948 Iba • Load = 0:00 p5f x 0 ft x iuQ±.. ft/2 _ D Iby Load = 0:0C_'•= p5f x �'.=0 A-. ft x ft/2 D Iby Load = =O,DOY_;" p5f x O ft x =0 ft/2 _ O Iby L • Load = (1:00 p5f x :. ft xL: ft T O Iby Total Seismic Load E oad • Load 112'1 plf x ft /2 = 2240 1175 • Load plf x a ft /2 = O Ib5 • Load plf x O T ft /2 = O Ib5 ter. . ., _ Load= -. {_(? plf x rD--"", ft O Iby Total Wind Load = 2240" Ib5 5egmed 5hear'Wa11�°�h ck per GBC Tabfe 23D6;4.1 Reduced by 2w/h per Type ( } T?ota1 Vvidth(aft) ,-:'"` v(pffi} MORE (p�r] M • MC Table 2305.3.4 5ei5mic Z-,977 14.50 343 350 4 • ar,applies Wind 2,240 14.50 154 260 6 Strap at Wdw/Door N WOW Hght O ft Aspect Ratio 0.5 :1 �; `.� r -,� 5har�Wall End post.&�Holdown DeSjgn - Worst G se Wall 5hear Load at Wall = , 4977 165 ,O.� ' • Height - 8 ft Overturning Moment(O.T.M.) _ 39817 _ ft-lb Width = _-11ro, ft Keoioting Moment(P.M.) = 19456 ft-lb fli Rea iLoadwon Walk t O.T.M.- 0.9 R,M, - 22307 ft-lb Roof= r>; 4 ;; ft/2 Uplift= 1694 Ib5 Wall = . ' ,;8 _ ft Uplift from 5hear Wall Above Floor= _ _-,-0�._.�'� ft/2 Total Uplift • Provide: C516 Floor to Floor Strap wl 2x4 Post • f3iaphragme5sr Drag C"°11_ecto; &T & cs gn Total Lateral Load,V= 4977 lb Top Plate Stress= 144 plf • Length of Diaphragm,L= "34.6 .`- ft Top Plate Drag Length= 2 ft Diaphragm Stress,v=V/L= 144 plf Top Plate 5plice Load = 3174 Iby Length of 5hear Wall Line,Lw = =34;5 v ft Provide: 2-0516 • Hardware Spacing= 37 "O.C. • WA1107�Engineering\1107 flan 3113 23 of 43 ;5ht W 3 • 29970 Technology Drive, Suite 204 f7a 5/25/2005 INNOVATIVE 9Y . � _,. _.�. STRUCTURAL Murrieta, CA 92563 08-1107 • ENGINEERING (951) 600-0032, (951) 600-0036 Fax �Y_ _ � � ;_, Wood Shea�xtNall�De5lg�l =: f'er CBCTabfe 23463�1 ; :. - 3.` _ ' Gear of grid Floor - • Total Length of Shear Wall 5egment5 15' TIM• ,i � '� °, `� , � W ± aei5mic Load 8 • Load= 'z5:8 _ p5f x fr x ..'34:5:l ft/2 — 4030 Ib5 5 Load = - 0:00 n p5f x =0".." ft x ".:.0 . ft/2 = 0 Ib5 Load = .0.0a: p5f x ' :'0� ft x rn, `= ft/2 _ 0 Ib5 Load = a ( DO p5f x A;QW- = ft x ;r, F:.. ft/2 = O Ib5 Load = -:O.OQ :g p5f x r0 ft xY D ft/2 = 0 Ibo Load= O OD_ of x '0 ft x ;D ft 0 Ib5 Total Seismic Load PR Wind Load Load = 112° plf x 34.5_ ft4/2 = 1932 Ib5 • Load = Wom% plf x C]. ft /2 = 0 Ib5 • Load = `D plf x ' .:D.- ft /2 = O Ibo Load = Off__ plf x ft 0 Ib5 Total Wind Load = :`1° 1`932 The - 5eg5�ear 1Na1lk perGB�C�1"abie 2306.4.1 - '" Reduced by 2w/h per .. �1Ype K V 06)1_W TO . h q1 _ t l ''� o 111r,1� guy*p • CBC Table 2305.3.4- Seismic 4,030 13.00 310 350 4 • as applies Wind 1,952 15.00 149 260 6 • Strap at Wdw/Poor lJ WDW right= ; .:�O ._� ft, I Aspect Ratio= 16 1 � �r 5hear ViiallEn%IPo$ &Holdown De gn •Worst Cage Wall 5hear Load at Wall = 1550 Ib5 Height= �' _8 ft Overturning Moment(O.T.M.)= 12399 ft-lb is Width Resisting Moment(R.M.)= 5900 ft-lb • Tr�bZDead Laad on Wall' O.T.M. - 0.9 " R.M. = 7089 ft-lb • Roof= ' 5(5-- ft/2 Uplift= 1418 Ib5 • Wall = =' 8` ,:'` ft Uplift from 5hear Wall Above= =0 lbe Floor= 0 ft/2 Total Upliftjibe • Provide: C516 Floor to Floor Strap w/ 2x4 Post • _ Diaphragm 5t�e5� D�ag Caltorr%8, 'iop f'1a�0,yigM • Total Lateral Load,V= 4030 lb Top Plate 5tre55= 101 pif • Length of Diaphragm,L = ;4Q. ft Top Plate Drag Length= ; 13 ft Diaphragm Stress,v=WL= 101 plf Top Plate 5plice Load= 1310 Ib5 m p Length of 5hear Wall Line,Lw = ft Provide: C516 Hardware Spacing= 52 "O.C. • W:\1107\Engineering\1107 Plan 3113 24 of 43 i k 5ht W 4 . INNOVATIVE 29970 Technology Drive, Suite 204 Date: 5/25/2008 STRUCTURAL Murrieta; CA 92563 r ##r' 08-1107 • ENGINEERING (951)600-0032, (951) 600-0036 Fax NA AWL, Shear Wa11 aDe lgn' E'er, GBG Table=25,56 #= Rear,of f3edroor?i'3 - • Total Length of Shear Wall 5=egment5 �,�.� r c-�'� �•- �5e�6mEc Load- � 11.5 • i::L...e.�)`.�'.:.a.� Y$ Su� �.-, ..r-�.",•ae "9`� ....>i axe..... .. _ .. ..... ---`' .....:. �'to:` Load 5 84= psf x 40 ft x .t34.5 ft/2 = 4030 Ib5 • Load = 5„84 p5f x 295 ft x x 125 v? ft/2 = 1D77 Ib5 • Load = ' D00. :; psf x ft x 0 ft/2 = D Ib5 Load = :. 6O0_ p5f x 0" ft x :D' ft/2 = D Ib5 Load= D OQ�4 p5f x D ft x a +-.0 � ft/2 = D Ib5 Load= `_ 0 00 ' p5f x `^' 0 -. ft x _Q'x ft O Ib5 Total Seismic Load = `5106 Ib5 • q-�, Wind Load . Load = ,ta2� pif x .47 ft /2 = 2632 Ib5 • Load= plf x `* iT;z? ft /2 = 0 Ib5 • Load= 'D'i Of x O:. r ft /2 = O Ib5 • Load= M0,,` plf x 0 "'' ft = 0 b5 . Total Wind Load = 2632 b;; Ib5 I - Segmented ahear Wall Ghecktper,G$C�M le 23�064.1 • ""Reduced by 2w/h per . TypeIN,V(Ib To a1aWidth (ff ): : ('���') 't;_:1-',7110Rn M.11"fl)w T,'Ype • CDC Table 2305.3.4 Seismic 5,106 11.50 444 490 3 • Be applies Wind 2,632 11.50 229 260 6 • 5trap at Wdw/Door N . WDW Heht =0 ft A5pect Ratio = 0.7 :1 "M tiO�`sr a W0 M hear-WatGEnd Post&Holdowrr Design `, < Worst Case Wall 5hear Load at Wall= 5106 -, lb5 Height 8 ft Overturning Moment(O.T.M.) = 4-0851 ft-lb Width = 115 ft Reoi50ng Moment(R.M.) = 31211 ft-lb �, ., .. w-T O.T.M. 0.9 R.M. 12761 ft-fb • Roof ft/2 Uplift= 1110 Ib5 • Wail - =8 ft Uplift from 5hear Wall Above= 0 lb5 • to door -::0 '-~` ft/2 Total Uplift= `111D Ib5 • Provide: C516 Floor to Floor Strap w/ 2x4 Post Diaphragm 5tr„ess,tlragCollector5&TopPlateDe5i9�n Total Lateral Load,V= .W 5106 Ib Top Plate 5trcee= 444 plf • Length of Diaphragm,L.= ' _ WT. ° ft Top Plate Drag Length= ft Diaphragm 5treee,v=V/L= 128 plf Top Plate Splice Load = 0 [be Length of 5hear Wall Line,Lw = :1.1.5 , - ft Provide: C516 • Hardware Spacing = 12 "O.C. W:11107\Engineering\1107 Plan 3113 25 of 43 i W 4.1 • 29970 Technolo Drive, Suite 204 Date: 5/2512008 INNOVATIVE 9Y • STRUCTURAL Murrieta, CA 92563 ';` 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax • ,�ON �� Shearl+Va[[ DeSlgn� PerGBGTa631e 23D6:3-1 x Woodi L a.,-..E• '�::rn ? e'ais3.'•+• :.:*.,nR•;. .`f•as ii 4 : Front'of-Be°droom•2 E(ev K7 • Total Length of 5hear Wall 5egment5 • Load 5,84` pef x 29:5 ft x `12.5 ft/2 = �e 1077v ib5 3 • Load = _' 0.00- p5f x 'V.- ft x ;L 'D: ft/2 = O I b5 • Load = `'rabo` _ p5f x = ft x ft/2 = O Ib5 Load p5f x s0'' ft x0 � ft/2 O Ib5 Load = .,0:00: pef x :'O ft x 2. O ft/2 _ O Ib5 • Load= ; OBO, p5f x = ~'D ft x "O; ft _ 0 Ib5 • Total Seismic Load = ']OT7' "`` ib5 Wind Load a T._ .;= , x--I._y...z_... :..ram.5...�^^»".irk_:_-3:•�:�: ".. .. IF 1 3_ Load= v112 :. p[f x 12 5 ft 12 700 fb5 • Load = �� u: pif x ft /2 = 0 Ib5 . Load = =0 -fin pff x = ,zQ ft /2 = 0 I1b5 i Load = 0: Of x ft = O Ib5 Total Wind Load - _ 5egrne►rted SEiear''Wall heck p�er =6-C�ble 23.0�.4.1 -- - — • Deduced by 2w/h per MOM O R`..(KO . _w total 1Nid h (fG) v('M" `v., 11 Typy • CSC Table 2305.3.4 5eiemic 1,077 7.00 154 260 6 • ay applies Wind 700 7.00 100 260 6 • 5trap at Wdw/Door N WDW Hght D ft, Aspect Ratio 0.7 1 X�� ARNO ems, ;+� at5ieaNallEnd=Pt?ot&sHoidownDeSign µ T . Wos�t Case Wall u 5hear Load at Wall = _10T7 Ibs Height :� 8 ft Overturning Moment(O.T.M.) = 6614 ft-lb Width= r ; 12- 'Ift Desisting Moment(R.M.) - 10944 ft-lb • _ _, 7ri6�[etid`Load on.Wall:.r. O.T.M. - 0.9 K.M. _ -1236 ft-lb • Roof= ,4-'° ft/2 Uplift= -•103 • Ibe �. .. Wall= •���:...8 ..�: ft Uplift from 5hear Wall Above= [be Floor= Q- -- ft;/2 Total Uplift= 103', `m`: ]be Provide: No Floor to Floor Strap wl No Fo5t • 'D,;aphra9r�,n$tre. s,Dra Gol� r�&Top Plate 1-1erig • Total Lateral Load,V= 1077 Ib Top Plate Stress= 62 plf Length of Diaphragm,L= ` -L .5 <".•.` fe Top Plate Orag Length= ft Diaphragm Stress,v=V/L= 62 plf Top Plate Splice Load= 0 Ib5 Length of 5hear Wall Line, Lw = }:`. =17.5= ft Provide: C516 • Hardware Spacing = 86 "o.c. • W:\1107\Engineering\1107 Plan 5113 26 of 43 • • • f6;HtV W4.1 • INNOVATIVE 29970 Technology Drive, Suite 204 Datei 5/29/2008 s_reurruRAr Murrieta, CA 92563 08-1107 ENGINEERING ,,•_ ,,,.� • (951) 600-0032. (951) 600-0036 Fax -- ' ` PerForated`Shear.Wafl De51gn tivlr�rce Tranofer_ • ;�� �_ � • +z, ;�Ar�oun`d.Qpenin Analogy77, t'er 23D5.3:81 , • 4.117 'Raft-of Bedroom 2 Elev=A .t. V,5hear= � 1077 Ib5 °�ShYearY+la111Dlme°n5iorsas a G -S.W.Width,A= 4,.>, ft. • 13= 5, : ft .. . .. l u s Al All o C= tT, ft ft F ft H= 8 ft v x W_= 12 ft • vi xii xl 1=D+E/2= 3.5 ft J=A+13/2= 6.5 ft • L1 =C+13/2= 5.5 ft 0=D+E/2= 3.5 ft - • =: 7777 Re5ult5 Provide Type 6 5hear • Shear Entire Wall with C516 Above&Below Opening • x K=V*[A/(A+C)] = 615 be, �I� I tt' Y=K*I%J= 331 Ib5 X=Y*J/1 = 615 1 b5 . � 5/2 • 3 T- [(Y*13/2)/D] = 552 Ib5 • � I vi = T/(5/2) = 221 plf Govern-,5hear Type • • • M\1107\Engineering\1107 Plan 3115 27 of 43 • • • tLi) z Z= [(K'(E/2))/A] = 308 Ib5 • w �� W= [(K'(E/2))-(Y'A)]/A= -24 I175 vii= K / A= 154 ?If �q • Y • J • J = K-T= 63 Ib5 • nI 1 J J/A= 16 pIf W• T � • it K • T ` Q= [K'(E/2)/A] = 308 Ib5 • �, Iv P=((Y'A)+(K'(E/2)))/A= 639 Ib5 • my K/A= 154 pIf . E K o � • r� D=V'H/W= 715 Ib5 • �. N =((P? A)-(P'A))/F = 126 Ib5 • K=((Q'A)+(N'F))/A = 387 Ib5 N, = ((K'F)+(Q'A)-(R'A))/F = 489 Ib5 Provide C516 Strap • �_q UV N/A= 32 pif • • L = K- N = 489 Ib5 • "�W vt uv = L/(6/2) W 196 pIf • • LI • x_ K=V'[C/(A+C)] = 462 Ib5 • E• Y vl V11I Y= K'0/L1 = 294 Ib6 Vr X=Y'L1/0= 462 Ib5 • o Ix • Y • • EV2 � T _ T= [(Y'B/2)/D] = 490 Ib5 • WA1107\Lngiw,ing\1107 Plan 3113 25 of 43 • • • Y vl I T, o uvu = T/(13/2) = 196 plf • • 1 7 K ll! • Z= [(K"(E/2))/C] = 231 Ibs • Ix W= [(K`(E/2))-(Y'C)]/C= 14 Ibs K j UIX= K/C= 154 plf • Y • J J = K-T= -28 Ibs -1- vlll J/C= -9 plf • + Iz wl • I�c�1 • � Yt x , Q= [K'(E/2)/C] = 505 Ibs • K } P= ((Y"C)+(K'(E/2)))/C= 601 Ibs• TQ PI uX= K/C= 154 plf �C- • �i I D=V'H/W= 718 Ibs FR N = ((P'C)-(P"C))/F = 140 Ibs . u R= (((2'C)+(N'F=))/C= 424 Ibs M =((K'F)+(Q'C)-(K*C))/F = 322 Ibs • u�, = N /C= 47 plf wiz�{ • � xll �� L= K- N = 322 Ibs • ux„ = L/(13/2) = 129 pif • • • • • • W:\1107\En6ineering\1107 Plan 3113 29 of 45 • k r5lit' W 4.2 INNOVATIVF 29970Technology Drive, Suite204 Date 5/25/2005 STRUCTURAL '� Murrieta, CA 92563 t L#; 08-1107 • ENGINEERING (951)600-0032, (951) 600-0036 Fax VA -- in ` IN ocix�She�Vtitall De�1gn Per CBC Tale - ....:,. T =' ront`of Bedi^aom`2FEiev D. G &'_D Total Length of Shear Wall 5egment5 7 ... ,. _,, • �; T� -� ermrciLaad a �,5 • Load psf x '29 5 ft x 12 5 ft 12 1077 lbs 3.5 Load = O.OD psf x ft x _0 ft/2 = 0 Ib5 Load = wO.OD psf x .,sO.r``ft x ,r_O ft/2 0 Ibs tx t/2 OLoad OAO= psf ` Ib5 Load = `'.Oflar psf x0 ft x D-' ft/2 = 0 Ib5 Load = 9.00 psf x O -.ft x awOT ft = O Ib5 • Total 569mic Load = aO77 = Ib5 , = a �� w� , .112 >_ff ".�: �H Load..,n _ Load = 1121 ,'` plf x ft /2 = 700 Ib5 Load= 07' • plf x p��.O��; It /2 O Ib5 • Load= 'm_` p '' plf x O}L f ft /2 _ O Ib5 • Load = rm°3OT plf x �p. :;' ft = 0 Ib5 Total Wind Load = 700 fb5 °s' # G✓rgmented shear°Wall Check per GFG Table 2306. .1 Reduced by 2wlh pe YPee, {�h) alWidh (ft� u(plf,) v,allow( `} TyPe , C5C Table 2305,3,4 5ei5mic 1,077 7.00 154 260 6 • as applies Wind 700 7.00 100 260 6 • Strap at Wdw/Door 3N WDW light 0 ft Aspect Ratio 0.7 .1 a WortCa eWalf + Shear Load at Wall = ;-1077'_ 1b5 • Height w = `8i": ft Overturning Moment(O.T.M.) = 8614 ft-lb • Width= ft Resisting Moment(R.M.) = 10944 ft-Ib • TnbDead Load s7n Wally O.T.M. - 0.9 " RM. _ -1236 ft-lb Roof `4 ft/2 Uplift- -103 Ib5 Wall = 8 ft Uplift from Shear Wall Above • Floor= D:y `ft/2 Total Uplift • Provide: No Floor to Floor Strap wl No Post • D, phragm 5`tre 5,°[3r g Cofl�Clio,"' & ,,T'oRf�,ate Ucsign . Total Lateral Load,V= 1077 fb Top Plate Stress= 62 plf • Length of Diaphragm,L= 175 ;> ft Top Plate Drag Length= ft Diaphragm Stress,v=V/L= 62 plf Top Plate Splice Load= O Ibs Length of Shear Wall Line,Lw = r"..175,�"fir ft Provide: C516 Hardware Spacing = 86 "O.C. • WA11OMngineerin0\1107 Plan 3113 30 of 43 5ht W 4.2 • INNOVATIVE 29970 Technology Drive, Suite 204 �:[Jatei 5/29/2008 • STRUCTURAL Murrieta, CA 92563 # 08-1107 ENGINEERING (951)600-0032, (951) 600-0036 Fax -- � :�� f- >Per`forated"5h a'r Wall D�51gn wl force Transfer y _ : around Openings - Co pI' Beam Analogy Per 2305.35 5.1 ,r t 4 2 _Front of Bedroom-2 Eiey:13 G &P V,5hear= 10)7�.a L o �°=� 5hear�Wall Dlmen6ion� A � S.W.Width,A 3:5 ft v B= Y5-. ft • III I vu v111 n C= = 35 D- 1:5 ft . II ix E= ` ft • W = F= 2:5j: ft • Iv x H= 8 ft W= 12 ft • v VI xn xi I=D+E/2= 3.5 ft J =A+13/2= 6 ft L1 =C+13/2= 6 ft • -—- u - 0 ^ D+E/2= 3.5 ft . Provide Type 6 Shear 5hear Entire Wall with . C516 Above&Below Opening X K=V'[A/(A+C)]= 539 Ibe • III I ��' Y=K'I/J= 314 Ib5 • — X=Y'J/1 = 539 Ib5 • fl K • T=((Y`13/2)/D] = 524 Ib5 T/(13/2) = 209 plf Governs 5hear Type W W:111071Eneineering11107 Plan 3113 31 of 43 • • • IW z Z= [(K'(E/2))/A]= 508 Ib5 w II U W= [(K"(E/2))-(Y-A)]/A= -6 1b5 v„ = K / A= 154 pif A . Y • J • —� J = K-T= 15 Ib5 • III Y J /A = 4 plf fw�z • A • 1 Y Q=[K'(E/2)/A] = 308 Ib5 LA F=((Y"A)+(K'(E/2)))/A= 622 Ib5 • �— v,v= K/A = 154 p(f • K �f • jF Q K D=V`H/W= 715 Ib5 • N = ((D-A)-(F'A))/F = 155 Ib5 vLL R = ((Q"A)+(N"F))/A = 404 Ib5 • F N M = ((K"F)+(Q`A)-(iZ'A))/F= 404 Ib5 Provide C516 Strap �a uv= N/A= 38 plf • uv,= L/(L = K- N = 404 fb5 F,� yr 5/2) 162 ?If = i • L • • ✓. _ I K=Y'[Cl(A+C)] = 539 Ib5 �. vilI Y= K'0/L1 = 314 Ib5 . , X=Y"L1/0= 539 Ib5 ifX • < YJ • T T= [(Y"6/2)/D] = 524 Ib5 • WA11071Engineering11107 Flan 3113 52 of 425 • • • vii T, fl u� = T/(B/2) = 209 plf Governo Shear Type • • Iz w • r K • 1 —T Z= [(K-(E/2))/C] = 308 Ibs x Lu W= [(K'(E/2)) (Y*C)] /C- 6 [bo • K uix= K I C= 154 plf • Y . J = K-T= 15 ibe uvui = J/C= 4 plf �K • �Z W� • K Y� • --L f= ((Y`C).(K"(E/2)))/C= 622 Ibs 1I • K F'! Ux= K/C= 154 plf • • �Q P K xi D=V*H/W= 718 lbo • _ N = ((D'C)-(P*C))/F= 135 Ibs K= ((Q"C)+(N*F))/C= 404 Ibs • M = ((K'F)+(Q*C)-(R*C))/F = 404 Ibs v�, = N/C= 38 plf • _M • xil L= K- N = 404 Ibs uxn= L/(13/2) = 162 pIf • • • • s • • • • • WA110AEngineering11107 Plan 5113 33 of 43 • • x5ht: W 5 • 29970 Technology Drive, Suite 204 Da�c 5/25/2008 INNOVATIVE gy ss, • STRUCTURAL Murrieta; CA 92563 05-1107 • ENGINEERING (951) 600-0032, (951) 600-0036 Fax " WaodShear=SM1la(IDe51 n Per ABC Table 230ro=3.1 MAR - • " "5. . _' - Lert: of 1st l loot- -- iz Total Length of 5hear Wall 5egmente 16 ^S.:6k°%».•..39s ...fftTY.i=�"•.1�.. _ .....° - • . Load = -5.84 z psf x `=34.5 ft x ="40 ft/2 = 4030 lb5 Load paf x :. 4Zx ft x 17.5'' ft/2 = 1216 br' Load = 0.00. p5f x T 0 ft x ==�0 ft/2 = O lbs Load = O QO" ' p5f x Y' 0, ft x O` ft/2 = O Ib5 Load = O 00`,4 p5f x 0 ft x "O� _ ft/2 = 0 Ib5 • Load = 0:00 p5f xOv W ft x 0 ft _ 0 Ib5 • rJ Total seismic Load Wind toad Load = 112 [f w x907 ft /2 _ 2240 Ib5 Load = =121°4 Of x t:,7,,.5.' ft /2 1059 Ib5 • Load = p:,. plf x DYr ft 12 = 0 Ibs • Load= <;: 0`e':', plf x O ' ft _ 0 Ib5 . Total Wind Load = ��'; ':.'•�3299%�� Ib5 5egmerited hear Wali C� e k pier l�€�( Tabfe`23D�a.A%:1 • "Reduced by 2w/h per • C5C Table 2305.3.4 5ei5mie 5,246 16.00 328 550 4 • as applies end 3,299 16.00 206 260 6 Strap at Wdw/Door N WDW HghtO ft Aspect Ratio 0.5 1 SFiear•WaII Ead Post&`Holdown DeSign ' Woit`CaSe Wall `'`."• 5hear Load at Wall _ _' 5446 Height ry, 8 :ft Overturning Moment(O.T.M.) = 41968 ft-lb • Width ft Resisting Moment(R.M.)= 15528 ft Ib Trtb Dead:,Load o O.T.M 0.9 R.M. _ 27993 :ft-lb Roof= •�=*'.0 �: ft/2 Uplift= 1750 Ib5 • Wall= ^,._87`Y ft Uplift from 5hear Wall Above= ' -s0 Ib5 • Floor= _ 133 ft/2 Total UPlift= n 1750 Ib5 • Provide: 5TH114 Foundation Holdown w/ 4x4 Post ALT-. HTT22 •• ;DIap�E�ragm 5t�re6,I7r�ag,Cv(lectors&�T,op Plate�De6ign • Total Lateral Load,V= 5246 Ib Top Plate 5tre5s= 150 plf Length of Diaphragm,L ft Top Plate Drag Length = 17°, ft Diaphragm 5trese,v=WL= 150 plf Top Plate Splice Load= 2548 Ib5 Length of 5hear Wall Line, Lw = = "35,:; '" ft Provide: 2-0516 • Hardware Spacing = 35 O.C." • WA11071En0ineerin611107 Plan 3113 34 of 43 5 tit: W 6 .ir • 29970 Technology Drive, Suite 204 Pate` 5125/2008 INNOVATIVE 9Y �. ... .�: STRUCTURAL Murrieta, CA 92563 r u • x 08 1107 • ENGINEERING (951) 600-0032, (951) 600-0036 Fax Wood 5lhearWalDe5lgna Per CPCL=;Table 23063'� ' �I0, L.ivinc Total Length of Shear Wall 5egment5= 12. • ,'ai ' z ws Ts ° '( .K 5esemic Load "s2 Load = 000 p5f x '' ft x O -_ ft/2 = 0 Ib5 Load = - 3.31. p5f x .46-� ft x -v-40 ft 12 = 3045 Ib5 Load = MOO. p5f x _. D _ ft x ,%QL*.. ft/2 = 0 Ib5 Load = `-O.0'0 pof x `""_•O-`: ft x Ot_ ft 12 = 0 Ib5 Load = `.'0:00'-` p5f x '...0 ft x A�-- 0 -: ft/2 = 0 Ib5 • Load = f o .„ p5f x :... `D w ft x D ft = 0 Ibe Total 5ei6mic Load= =3045 " Ib5 pPax.r... - rYYlMCI Load r .,z. ''r,Kr'....i-he& tt`'-•....,,..«, Load= plf x D ft /2 = ~~0 Ibs • Load= 121 plf x AQ, ft /2 = 2420 Ib5 Load= Orv. plf x0 ft /2 0 Ib5 w • Load = {)� plf x ' O:, ft = 0 Ibe • Total Wind Load = 2420ffi Ib5 ', egrtmen5hearWa11�, GhckYpe f�6.Tabl�p�064:1 • '" Reduced by 2w/h per ,. T:ype WHIM.�T�•'011.."dt+(ft) MI z+ ,If ''i O v,alto3r� I- YY 76 C5G Table 2305.3.4 5eismic 3,045 12.00 254 260 6 • as applies Wind 2,420 12.00 202 260 6 Strap at WdwlDoor hl WDW Hght '70 ft Aspect Ratio 0.7 1 <_ r✓heaNall End Post&Holdosvn ©eosgn WorSx'Case Wall,,' Shear Load at Wall = 3045 Ib5 Height= f gK ft Overturning Moment(O.T.M.) = 24362 ft-lb ..--� .. Width= s�72.-- ft ReaiSting Moment(R.M.) = 16884 ft-Ib 7rsb Read d on WaR? O.T.M.- 0.9 R.M. = 9166 Loa ft Ib ..: Roof= _;`0 ft/2 Uplift= 764 ib5 Wall ft Uplift from Shear Wall Above= 0 a Ibs Floor= F17:5—'-:ft/2 Total Uplift- ry a 764.4z Ib5 Provide: 5THD14 Foundation Holdown w/ 4x4 Post ALT: HTT22 17iap_hra9m5t-'res6,D,rag Collet r5 8;7o Plke D'e5i n • - P: _ g . Total Lateral Load,V= 3045 Ib Top Plate 5tre55 = 127 plf Length of Diaphragm, L= ft Top Plate Drag Length - 12 ft Diaphragm Stress,v=V/L = 66 plf Top Plate 5plice Load = 1523 Ib5 Length of Shear Wall Line,Lw = _-2.4 ` ' ft Provide: C516 • Hardware Spacing= 42 "O.G. • WA1107\Engineering\1107 Plan 3113 35 of 43 •�,;5iit W 7 INNOVATIVE 29970 Technology Drive; Suite 204 � Date; 5/25/2008 STRUCTURAL Murrieta, CA 92563 # 08-1107 • ENGINEERING (951)600-0032, (951)600-0036 Fax • 77,777 • 1Noo �vhWY ear WAILDe�lg t ' per CBC ?able 230F`e3 3 • 7_ �� =Y,p.. = t of 5t Floor - - - ..,� Rig 1� _- • a Total Length of Shear Wall Segments : `14 5 Load14.5 . Load= 5.$�} ._ prf x 34.5 ft x �}D ft/2 = 4030 1175 Load = 331;x psf x 46 ft x s 22.5'`< ft/2 = 1713 Ib5 A. Load 5.84. ' psf x 'NOZ-6 ft x 1�_= _:29.,...5. . ft/2 _ 1077 Ibs Load = D.00 psf x '= -0, ft x W=0, ft/2 - O lb5 Load = O:Qaj`y'° psf x _O ft x p .yr ft/2 Q Ib5 • Load = O.DO psf x °= O" ft x O ft _ O Ib5 • Total Seismic Load 211 - YLoad= 112- plf x 4G ft /2`_ - 2240y^v [be Load = 121�r. plf x25 ; ft /2 = 1361 Ib5 • Load= _ Qf if plf x 0- ft /2 = 0 Ib5 • Load plf x Q" ft _ O Ib5 • Total Wind Load= ;_ 3601 165 `Re 5eg_mom`ented Shear Wall`Cheek per CSC�Ta�e�2;3�06.�4] - - - • " di by 2w/h per f-,Ype G' (IwE) T tal icl,h">t(f ) W109=1 allow( `� 0 yPe�.. • CBC Table 2305.3.4 Seismic 6,619 14.50 470 490 3 . as applies Wind 3,601 14.50 248 260 6 • Strap at Wdw/Door wtJl WDW Hght= =-0 ft, Aspect Ratio= 0.7 1 y ShearWaflEndPost&Fioldown=Designs ° - 3# �Wo 't Ga5e31Naii Shear Load at Wall= A= 6819;� Ibs Height= - 8 ft Overturning Moment(O.T.M.) = 54554 ft-Ib Width - =` 12 =rI ft Resisting Moment(R.M.)= 19678 ft-Ib d :Trib Dead Load7n UVall O.T.M. 0.9 R.M. = 36844 ft-Ib Poof= ft/2 Uplift= 3070 Ib5 • Wall= ,:;_:-16 ;� ft Uplift from Shear Wall Above= "t a: 139 Ib5 Floor= `V 133 - ft/2 Total Uplift= 4464' Ib5 • Provide: HTT22 Foundation Holdown w/ 4x4 Port Dahragn 9, rer,6,Dcollr5$c�r°PS • Total Lateral Load,V= 6519 Ib Top Plate 5tres6= 124 pif Length of Diaphragm, L= ='�55 _; ft Top Plate Drag Length= 27 ft Diaphragm 5trese,v=V/L= 124 plf Top Plate 5plice Load = 334.8 Ibe, Length of Shear Wall Line, Lw - ':`<55 - ft Provide: 2-0516 iHardware Spacing = 43 O.C." • WA1107\En6ineering\1107 Plan 3113 36 of 43 • i� 5ht' W 6 • INNOVATIVE 29970 Technology Drive, Suite 204 DQtc 5/25/2008 STRUCTURAL Murrieta, CA 92563 # 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax "�•�,:, -- Wflahar 1Na1iDeign - e'er CBG Table0�.3.1 ` 8 f ea of 1t f 3t?or ® Total Length of 5hear Wall 5e4ment5 ;10.75. Load — 584 p5f x ft x v .5 ft/2 = 4030 Ib5 Load 3 3 p5f x 40 _a ft x w<15 ft/2 993 Ib5 Load = H DQ© p5f x " �`O ft x0 ;' ft/2 0 Ib5 Load = COOL) p5f x ft x ;' ft/2 O Ib5 S Load = 0 00' ref x C: f x =.''D ft/2 = O Ib5 Load = ,y, 00r p4 x 0 ft x 0 ft 0 lb5 ® Total 5ei5mic Load= ; 5023 b5 vin Load Load = 11c plf x ft /2 1932 Ib5 Load= _: 121 pff x .5 -ft /2 908 Ib5 Load = d plf x ft /2 = 0 $6 • Load = '= plf x .-',.0.,:,. ft = Q Ib5 Total Wind Load= , 2&40 Ib-, - 6e tt'e----cd aFiearl4'aiI Check pQr`ryC 1auu,�,23f76�,' ..Reduced by 2w/h per NMI. CDC Table 2305.3.4 5ei5mic 5,023 10.75 467 490 3 as applies Wind 2,840 10.75 264 550 4 • Strap at Wdw/Door= LN41r..°- WDW He �s Aspect Ratio= 17 :1 s e. w t" x19llgnf� ovt Lec'i l+Ja1i. 5hear Load at Wall � 3 ft � Overturnin Moment O.T.M. = 14951 Height� �` � g ( )— ft-Ib . ® Width= . , .75 :-" ft Re5ioting Moment(R.M.)= 7547 ft-Ib . r.._.7r�b d Lr�ad'ort t+Val.. O.T.M.- 0.9 R.M. = 5159 ft-ib • W- • Roof= �;.e 3?��='� ft/2 Uplift= • 1718 Ib5 i Wall 16 ft Uplift from 5hear Wall Above= 141E, 1bo Floor ft/2 Total Uplift= ' 136 Ibs Provide: 5THP14 Foundation Holdown w/ 4x4 Fo�3r, ALT: HTT22 C ` irre�s,Dreg°QOI# c►orSwTop f'lafie E7e ign;f Total Lateral Load,V= 5023 Ib Top Plate Stress= 126 plf Length of Diaphragm,L= :=" :" ft Top Plate Drag Length = 10 ft Diaphragm 5tre55,v=Y/L= 126 plf Top Plate Splice Load = 1256 Ib5 g -mow Len th of Shear Wall Line,Lw = .,�.._�;, ,.���.ft Provide: C516 Hardware Spacing= 42 "O.C. W:\1107\Fngineering\1107 Plan 3113 37 of 43 i • • ; ht W 9 1 INNOVATIVE 29970 Technology Drive, Suite 204 Dte 5/2512008 STRUCTURAL Murrieta, CA 92563 08-1107 • ENGINEERING (951) 600-0032, (951) 600-0036 Fax y � ti: s • 1111ood5hear UVa11 De � nF;- Per CBG Table 23063.1 front=&Kitchen &i^amily Rovm . Total Length of Shear Wall 5egmento 11.5' :I_5 Load = O 00=-T psf x D ft x .0 ' ft/2 O b5 Load = NE3:31. p5f x i' �.-f _' '40' ;ft x �'34.5��• fG/2 2284 Ib5 Load = "'O.aO p5f x 0 ft x -0 x ft/2 = 0 Ib5 Load = D.DO-y p5f x 0_ ft x "r0 ft/2 = 0 Ib5 Load p5f x ft x 0` ft/2 = O be • Load = " -':O_:00.. p5f x O ft x WY.O_ ft = 0 Ib5 • Total 5clomic Load = 'i2284 W !65 load= _O plf x O �ft /2 — _...•.Os Ib5 • Load = .:12t = pif x -34:5 ft /2 = 2087 165 • Load= D•., plf x ft /2 = 0 Ib5 • Load= -;__-O plf x 0_-" ft = 0 I65 • Total Wind Load = ;. s2O8�7au iba 5e merited 5,hear�WaEliCheckf er CPC�Table.230.6.4.1 Reduced by 2w/h per rYpe V(ij 7o�tWih(fr) t. v(pif�) alEow( } ay • C13C Table 2305.3.4 5ei5mic 2,284 11.50 199 260 6 ac,applies Wind 2,037 11.50 182 260 6 Strap at Wdw/Door N WDW Hght ft Aspect Ratio 0:7 :1 Shear1Na11'EndPoet&tHofdownDcegn °h x` fh�-*-z- :e'�' -r'' _._ :r -�^ -<... 'ffi•e +.. e.Ltt •tc-r- <. ,..,.i.•4.mr .,,.,r.',.yi_.,.am :* ,s._ +r _;". Wo of Caec Wall Shear Load at Wall • 3 VHeight= s_8= ft Overturning Moment(O.T.M.)= 16271 ft-lb Width= ' :,:#1i 5 ft Keoioting Moment(R.M.)= 23375 ft-Ib .. ,err.:-.__._.�..;:..�::;.�:.......... ....... r rib Dead Load'an.Wall: ; .: O.T.M.- 0.9 R.M. _ -2766 ft-lb Roof= _ J ft/2 Uplift= -241 . Ib5 • ..:... . ._:.max-=• Wall ft Uplift from Shear Wall Above Ib5 _. Floor= t- 34.5 n ft/2 Total Uplift= ='``.'241 Provide: No Foundation Holdown w/ No Post • '``17iaPh gm'fatre��liCJ��ag'�Col�ec�o��&T'o�P4ate t7e51gn, ��,��p;� �.� ,�� Total Lateral Load,V= 2254 Ib Top Plate 5tress= 199 plf • Length of Diaphragm,L= ;4Q ft Top Plate Drag Length= ft Diaphragm 5tres5,v=V/L= 57 plf Top Plate 5plice Load = O Ib5 Length of Shear Wall Line,Lw = 11:5.� .__... ft Provide: C516 iHardware Spacing= 27 "O.C. i • WA1107\Engineerin0\1107 Plan 3113 38 of 43 IrW ® "q }it W 10 • ' INNOVATIVE 29970 TechnologyDrive, Suite 204 t>Ftc:: 5/25/2005 • STRUCTURAL Murrieta, CA 92563r 08-1107 i ENGINEERING (951) 600-0032, (951)600-0036 Fax ` Woad �heWail pe6l per GBH Table 23C?6:3.1 . r, e� T Y Length of Shear Wall rt5 1:75 Total A Segme 1 � 5��5mro I oaf "1.?5 0.5* Load= 5$t psf x 40 ft x 5 ft/2 = 2015 Ib5 Load = %3 31 p5f x r 0 ft x }'0 ft/2 - 2648 ins 0.5' Load = ;. p5f x 29` ft x ;.1 `� ti ft/2 = 538 IF Load = 0 00 �: psf x 0 ft x ft 12 = D b5 • Load = =C 00 psf x C ft x ft/2 = 0 b5 Load = bDO p5f x O ft x 1 m ft = D 165 • Total 5eismic Load - 5201 1be, • ;, Wind Loa_ 0.50 * Load = '' 21 plf x ft /2 = 1316 Ib5 Load= 1 plf x 9 ft /2 2420 Ib5 . _ _a.v:r .� _ Load-- �: °0, pEf x �_;`���a ft /2 0 Ib5 = Load = Qr' plf x ft 0 1 5 • Total Wind Load - 3736 165 ** Reduced by 2w/h per acp �k` I atU ttifrnl h :f.i ( I3 =r� ? a#'ors��ap CSC Table 2305.3.4 5ei5mic 5,201 11,75 443 490 3 as applies Wind 3,736 11.75 318 350 4 5trap atWdw/Door= V' WDW Hght ft, Aspect Ratio 0 7 1 ' S}iearslK llil=ncTal'ast&Hof, wn Design x .. r , ..c ._... - • �Wos £ase W�11 5hear Load at Wall = 5201 Ibs Height xg - ft Overturning Moment(O.T.M.)= 41609 ft-lb Width - �:a.11.. 5 ft Resisting Moment(R.M.)= 22226 ft-lb � . 'SH tb''De a dd oatl p.T.M.- 0.9 R.M. = 21604 ft-Ib Roof 0 ft/2 Uplift= 1839 Ibs Wall 8 "-N ft Uplift from 5hear Wall Above= V C. Ibs Floor= = 3 ft/2 Total Uplift= . 29f+9. Ibs Provide: 5THD14 Foundation Hoidown w/ 4x4 Post , ALT: HTT22 Total Lateral Load,V= 5201 Ib Top Plate 5tres6= 230 plf Length of Diaphragm,L= ` : O a" ft Top Plate Drag Length= 5 ft Diaphragm Stress,v=V/L= 130 pIf Top Plate Splice Load= 1182 1bs Length of 5hear Wall Line, Lw =ME =: f. Provide: C516 • Hardware Spacing= 22 "O.G. W:\1107\Engineering\1107 Plan 3115 39 of 45 J 5hc w 11 INNOVATIVE 29970 Technology Drive, Suite 204 Dates 5/25/2008 • r _,x STRUCTURAL Murrieta, CA 92563 08-1107 ENGINEERING (951) 600-0032, (951) 600-0036 Fax °'o`' -- _ INood5hear�iNall Design Pier CBC�TYabl230631 F. � • 11 : �_ rant of Garage - . Total Len th of 5hcar Wall 5e ment5 _ 8 :•� F ua m cEm c LUad 2.5 • 0.5' Load= S.54 psf x 40 ' ft x 345� ft/2 = 2015 1b5 3.5 Load= x>3;31 psf x 34 ft x -21 ft/2 = 1152 I?F, 2 0.5* Load= x 5:84 psf x `29.5 ft x -':12:5F ft/2 = 538 Load = r D.00' psf x ` =0 ft x O ft/2 = O Iby Load= 000 psf x "M zOw ft x � .,O:- 4 ft/2 = 0 Ib5 Load= D:OD pef x == O: ft x "O ft = O Iby Total 5el5mic Load Ibs i = Wind Load_ ' , «. .F .. a .............. ....�..�._.._. .._....:`. 0.50 Load plf x !O, ft /2 = 1316 Ib5 Load = _ 121 - plf x21 .,F ft /2 1271 Ib5 • Load= " Q 4 plf x0 ft /2 Q Ib5 • Load- D Ys plf x "0.` ft = O Ib5 Total Wind Load= 2587 70. OF Ib5 .._.�._, - - Segmented Shear WaII�G eck perGBC Table 306.4.i ' . -•• Keduced by 2w/h per - TY.P� V(IP} 'IQ 1 Wi th (ft:) v( fP) "v,al o v(�p"'l�r�0 �,TyT-T CBC Table 2305.3.4 5ci5mic 3,735 8.00 467 544 1 • as appliee Wind 2,557 5.00 323 350 4 Strap at Wdw/Door N WOW Hght= . 0 ft, Aspect Ratio 3.2 :1 „'�.�."-���� �' ,' 't;� �, � �Shear:Wall,�nd'Post&.Fioldaa►!n DeSrgn $_ �; -. ;r ..:.: WOrS.tCagC.WaIL,''- .. ;;• _Shear Load at Wall 1167 i _ _ Iby Height= ,:- e 8 ft Overturning Moment(O.T,M.)= 9637 ' ft-lb r x.:..:. Width = . :tit 5 ft Resisting Moment(R.M.)= 600 ft-lb ....:-._.g .�-: :. ...,_ 9 ' - 8 ft-lb oad°big lNalls` =;�Y'j O.T.M.- O. R.M. 797 Koof= rt 8 `=x:ft 12 Uplift= 3519 Ib5 Wall = a-.- ft Uplift from Shear Wall Above= O_. ibs Floor= OM ft/2 Total Uplift= 3b19' ``' Ib5 • Provide: 5T1 IP14 a, Fogundai:on Holdown w/) torSt�To4x4P la rF o[�eet5 an ALT: HTT22 Diah. . leONOW Total Lateral Load,V= 3735 lb Top Plate Stress= 127 plf Length of Diaphragm,L= = ^29.5�ft Top Plate Drag Length= ft Diaphragm Stress,v=V/L= 127 plf Top Plate Splice Load = 1013 Ib5 Length of Shear Wall Line,Lw = ,29.15 - -- ft Provide: C516 • Hardware Spacing = 42 "o.c. WA11071Engineering\1107 Plan 3113 40 of 43 PIP . t W 12 ` 29970 Technology Drive, Suite 204 ;15,�te: 5/25/2005 INNOVATIVE 9Y • STRUCTURAL Murrieta, CA 92563 a 05-1107 S ENGINEERING (951)600-0032, (951) 600-0036 Fax -- t� �SW�o�# Sl�earW ## DeSi n Per CBC Table 23Q� 3.9 Total Length of Shear Wall 5egment5 = 8 5ei5miG L©ad '�'•f • ,..:,� "x ^. "-=F-.4i- rr,«,w_.. —Yazsd.A' ",moty :x. ..sffi `:na"m`«`.'� e'au.. ,.�:_:.:r,?.:xr..•r: • Load = µ O flp psf x 4 ft x O ft/2 = O Ib5 Load p5f x 11 ft x 2 ft/2 = 382 fb5 Load= 00 p5f x 3 0 ft x D ft 12 - 0 Ib5 Load = =. C}OQ w p5f x 0r ft x n ft/2 = 0 Ibs ® Load = a rOOD p5f x ft x L7. ft/2 = O Ib5 • Load = (Jt?t?� p5f x O ft x aU ft = 0 Ib5 Total Seismic Load Wind ...... Load= ,, plf x 0 ft /2 = 0 Ib5 0.50 Load= '2,Z plf x 21 ft /2 = 635 Ibs /2 O Ibs =-- C�_. ft =Load �;f= plf x ® r Load = ;���,� plf x 0 Ibs Total Wind Load = 035 Ib5 • m g merear Nafl Check bier,G6C`fable 2 506 Keduced.by 2w/h.per . a.• r Sih ., .;a- tiv�. tF of lhlf� � , f • GBG Table 2305.3.4 Seismic �2 8.00 48 260 6 as applies Wind 635 8.00 79 260 6 • Strap at Wdw/Door- N WDW Hght �ft, Aspect Katio- 1.0 :1 WaIE End F'oay .&_eHvldovrn ©e?ign ;IIVorStCaSeYVafl Shear Load at Wail = �...} Ib5 5.::.—.s aep•..s tl3t ri '. eax.?.._.._,i.�-sSi; Heightg ft Overturning Moment(O.T.M.)_ ()f32 ft-117 Width = 8 ^ ' ft Kesisting Moment(K.M.)= 10�50 - ft-Ib ' Tribp1Lcd e+!ifaEw '' O.T.M. 0.9 K.M. _ -4192 ft-Ib ' �:.. eeia Koof= t= 21 ft/2 Uplift= -524• Ib5 Wall= i8:'''g'ft Uplift from Shear Wall Above= Ib5 • Floor= »_;�::;...:•::: 0 �- ft/2 Total Uplift= � Provide: No Foundation Holdown'w/ No Post • Total Lateral Load,V= ^ 635 Ib Top Plate 5treos= 58 plf Length of Diaphragm,L= . ' 11 ft Top Plate Drag Length= :.p3. ft Diaphragm 5tre5s,v=V/L= 58 plf Top Plate Splice Load= 173 Ib5 M.. �- Length of Shear Wall Line,Lw = - �" ft Provide. C516 • Hardware Spacing = 91 "O.G. W:V1O'AEngineering111O7 plan 3113 41 of 45 W 13 • IN NOVAT IV E 29970 Technology Drive, Suite 204 5/25/2008 STRUCTURAL Murrieta, CA 92563 1 08-1107 ENGINEERING (951)600-0032, (951)600-0036 Fax m ag .00 i5. 11� 'Terk" 2 31 Rieft'.: Optionk Total I-moth of Shear Wall Segments !M`16 loml OAd 10 • .0 Load Opq peif X ft X 0 ft/2 0 lbo • Pt-: pof X Load 3 3m- . -.21 ft X J1 ft/2 352 1b5 • Load = 0.00 rof X =-:0: ft X -- 0- ft/2 0 lbo Load pof X c,ft X —0' ft/2 0 1 b Load pof X 0 ft X 61 ft/2 = 0 Ibc, • Load pof X PTO ft X a ft = 0 1 br, • Total 5 c I r,rr i c Load 0. b o Wrtid Load -M Load 0 lbo plf x 16. 0-'E— ft 2 • Load = X plf ft /2 666 1b15 Load = 0 Of X ft /2 0 lbs • Load= kplf X 0g ft = 0 lbo Total Wind Load jibc, �N Ph�a MM O� ...... R ....... Reduced by 2w/h per MPSO' • GE5C Table 2305.3.4 5ciomic 382 10.00 38 260 6 • ao appfies Wind 666 10.00 67 260 ro Aspect Ratio 0.5 :1 • Shear V+lall end N. Mw Hght ft Strap at WdwIDoor A Holdi5wn Disc n Worst Case'Wall Shear Load at Wall 6'a lbo ft; Overturning Moment(O.T.M.) = 5324 ft-[b Height ��;-I Width F'C5iotiriq Moment(K.M.) = 7600 ft-[17 O.T.M. - 0.9 F'. .M al. -1516 ft-112 Koof= -. 47 ft/2 Uplift;= -152 1 br, Wall= 8:'=j, ft Uplift from 5hear Wall Above= 0- lbo • Floor ft/2 Total Uplift= AWE�gv Provide: No Foundation Holdown w/ No Foot • Total Lateral Load,V= 666 lb Top Plate 5tre55= 32 plf Length of Diaphragm, L= 21,:!�� - ft Top Plate Drag Length = ft Diaphragm 5tre56,v=VIL= 32 plf Top Plate 5plice Load = 158 (bo Length of 5hcar Wall Line, Lw = ft Provide: C516 • Hardware Spacing 167 O.C. • • WA11071Engimcerimo\1107 Plan 5113 42 of 43 r',;r � .�hti F 1 &J INNOVATIVE 29970 Technology Drive, Suite 204 5/2512005 • IS[ ST11OCTURAL Murrieta, CA 92563 4 08-1107 EtdGMEERIAG (951) 600-0032, (951) 600-0036 Fax Q -- • r_. ry ��..__ >�._ Gorveri Tonal FoundatioM ,A ialY015 • D,,,e�19i�,Ya(ue • Allowable 5oil Bearing Preooure (psf) Soils report i�eefeg�.A��Bciateg' IF�c��: . Job Number : 121s02aa Date: Jiiag2 2t78 .,: • MaX(muriR�Seai=ing�,W�lf Load�}. • Roof psf ' („ 3 1. =' " /2 + I :} 730.0 PH , . • Wall _34 psf ( b + r ) - 224.0 Floor 5f 15.'. /2 + 3}-ems. 459.0 Deck = �;::I psf { 0 k11. . . /2 + 0.0 •at Gant.Deck only. w= 1413.0 plf Required Footing Width = 1413 /( 2000 - 50 ) = 0.72 ft - 1-5tory Footing: M"x e.2`:"w/5teel Reinforcing Per Plans 2-5tory Footing: w'15 "x Ei< "w/Steel Reinforcing Per Plans Allowa6te=Pointloa=at'Enotlri`ceT P max=5.6.P.x5x Width/144 • 5=2 x(Depth +51ab Thickness)+Post Width P max at 1-5tory= 5833 15 - - - ,. P max at 2-Story= .9792 Ib Pad"Design� �� - - F1- t24 "5q.x 18: "Op. Pad Footing wl(5)#41307. EA WAY Pmax= 7100 LS • F2 ; "5q.x 8 " Pp.Pad Footing w/(4) #4 DOT.EA WAY Pmax= 11075 LB F3 3C "5q.x °18 "Op. Pad Footing wl.(5)#4 BOT.EA WAY Pmax= 15975 LS F4 42 "5q x =18` "Pp.Pad Footing w/(6)#4 BOT. EA WAY Pmax= 21725 L6 . F5 48 "5q.x Q5' "Pp. Pad Footing wl(6)#4 I30T. EA WAY Pmax= 28400 LB - - - • • W:\1107\Engineering\1107 Plan 3113 43 of 45